1993 strength and deformation behaviour of precast beam

University of WollongongResearch Online

University of Wollongong Thesis Collection University of Wollongong Thesis Collections

1993

Strength and deformation behaviour of precastbeam-column connections for reinforced concretebuilding framesYao Bao-ZhongUniversity of Wollongong

Research Online is the open access institutional repository for theUniversity of Wollongong. For further information contact the UOWLibrary: [email protected]

Recommended CitationBao-Zhong, Yao, Strength and deformation behaviour of precast beam-column connections for reinforced concrete building frames,Master of Engineering (Hons.) thesis, Department of Civil and Mining Engineering, University of Wollongong, 1993.http://ro.uow.edu.au/theses/2435

http://ro.uow.edu.au/


http://ro.uow.edu.au

http://ro.uow.edu.au/theses

http://ro.uow.edu.au/thesesuow



STRENGTH AND DEFORMATION BERA VIOUR OF PRECAST BEAM-COLUMN CONNECTIONS

FOR REINFORCED CONCRETE BUILDING FRAMES

A thesis submitted in fulfilment of the requirements for the award of the degree

MASTER OF ENGINEERING (HONOURS)

from

UNIVERSITY OF WOLLONGONG

by

YAO BAO-ZHONG, B.E.

DEPARTMENT OF CIVIL AND MINING ENGINEERING

February, 1993

11

DECLARATION

I hereby declare that this work has not been submitted for a higher degree to any

other University or Institute.

YAO BAO-ZHONG

February, 1993

111

ACKNOWLEDGEMENTS

The author is grateful to Associate Professor Y.C.Loo, her supervisor, for his

guidance, encouragement, and invaluable advice throughout the period of this study.

Professor R. N. Singh, the Head of the Department of Civil and Mining Engineering at

the University of Wollongong is remembered for his encouragement and support. Thanks

are due to Dr. Joe Shonhardt and Mr. Sanaul Chowdhury who have given very helpful

assistance in the preparation of this thesis.

Finally, the author acknowledges the assistance received from Senior Technical Officer

Mr. R. Webb and other technical staff members of Civil Engineering Laboratories at the

University of Wollongong.

IV

ABSTRACT

Connection design is one of the most important considerations for the successful

construction of precast concrete strnctures. The configuration details of the connection affect

the strength, stability, ductility as well as load redistlibution of the structure under load.

This thesis presents a study of strength and deformation behaviour of beam-column

connections in precast reinforced concrete building frames. Six half-scale frame specimens

were designed, built and tested in the structural laboratory to evaluate the properties of

precast concrete frames. These included two pairs of precast frame specimens with two

different types of connections and two monolithic frame specimens. The sizes, reinforcing

bars, and configuration details were kept constant for all of these specimens to allow the

comparison of connection behaviour. The designs of the specimens were based on the

strnctural analysis of a five-storey concrete building frame, typical of a residential building.

The service loads, calculations for reinforcing bars, their configuration and manufacturing

were all based on the cuffent Australian Standard recommendations.

Experiments were designed and conducted to study the deformation behaviour and

strength of beam-column connections in precast concrete building frames. The tests were

undertaken in groups having the same concrete strength. The load-deformation curves of

connecting beams, load-strain curves of bars in tension and ductility and rotation of the end

beam when failure occurs were compared between the precast specimens and the

corresponding monolithic ones. This allows a comparison to be made of the connections

tested. The half-scale model tests reflected both the strength and def01mation behaviour of

prototype connections. They demonstrated satisfactory moment resistance and shear

capacities of the connections. The test results confirm that these connections would give

v

satisfactory load capacity and ductility perfo1mance and they can be safely applied to precast

reinforced concrete building frame construction.

The ease of construction, ductility and crack behaviour for the two connection types

studied are also compared and conclusions made based on the test results. Recommendations

for further work are also given.

VI

CONTENTS

Pages

Title Page (i)

Declaration (ii)

Acknowledgments (iii)

Abstract (iv)

Contents (vi)

List of Figures (ix)

List of Plates (xii)

List of Tables (xiii)

Notation (xv)

CHAPTER

1. INTRODUCTION 1

1.1 General Remarks 1

1.2 Objectives and Scopes 2

1.3 Summary of Contents 5

2. LITERATURE REVIEW 6

2.1 Hist01ical Development 6

""" 2.2 Literature Review on Precast Reinforced Concrete Structures 9

2.3 Expe1iments on Beam-Column Connections 13

2.4 Present Study 18

3. DESIGN AND CONSTRUCTION OF TEST SPECIMENS 20

3.1 Structural Design 20

3.1 .1 Selection of structural system 20

v 11

3.1.2 Determination of column grid 22

3.1.3 Half-scale model design 27

3.1.4 Computer analysis of the half-scale model 37

3.1.5 Results 37

3.2 The Beam-Column Connections 44

3.2.1 General remarks 44

3.2.2 Selection of connection types 47

" 3.3 Specimens for Connection Tests 51

3.3.1 General remarks 51

3.3.2 Design of specimens 52

3.3.3 Details of specimens 57

" 3.4 Prefabrication and Construction of Specimens 61

3.4.1 Formwork and reinforcement work 61

3.4.2 Concrete specimens preparation 66

3.4.3 Assembly of the prefabricated frame specimens 69

3.5 Advantages and Disadvantages of the Two Connection Types 72

3.5.1 Connection Type 1 72

3.5.2 Connection Type 2 73

3.5.3 Comparisons 74

4. TEST SET-UP AND EXPERIMENTAL PROCEDURES 75


4.2 Test Set-Up and Instrumentation 75

4.3 Experimental Procedure 80

Vlll

5. PRESENTATION AND DISCUSSION OF EXPERIMENTAL

RESULTS 84


5.2 Test Data 84

5.3 Test Results 86

5.3.1 Strengths of the connections 86

5.3.2 Defo1mation behaviour of connections 91

5.3.3 Crack behaviour and failure modes of connections 98

6. CONCLUSION

6.1 Conclusion

6.2 Recommendations for Further Work

REFERENCES

APPENDIX 1 Input and output data of computer analysis of the

frame (half-scale, Load Case 1)

APPENDIX 2 Input and output data of computer analysis of the

frame (half-scale, Load Case 2)

APPENDIX 3 Tables Representing Test Data

APPENDIX 4 Figures Based on the Test Results

110

110

111

114

118

127

137

162

IX

LIST OF FIGURES

Pages

1.1 The Beam-Column Connection from a Five-Storey Precast Reinforced

Concrete Residential Building Frame 3

2.1 Precast Reinforced Concrete Beams for the Casino at Biarritz (1891) 6

2.2 Knife Connection 13

2.3 Knife Connection Details 14

2.4 Moment Connections 16

2.5 Isometiic View of Prototype Connection 17

3.1 Principle Conception of Five-Storey Precast Concrete Building Frames 21

3.2 Basic Types of Components of Five-Storey Precast Concrete Building

Frames 21

3.3 Standard Unit Plan 23

3.4 I-I Section 24

3.5 Column Glid of Precast Frame 25

3.6 Combinations of the Standard Units 26

3.7 Typical Floor Plan of Half-Scale Frame Structure 28

3.8 Structural Layout of Frames 28

3.9 Diagram of Concentrated Loads for Standard Frame 32

3.10 Analytical Model for Load Case 1 36

3.11 Analytical Model for Load Case 2 36

3.12 The Results of Computer Analysis (Half-Scale, Load Case 1) 38

3.13 The Results of Computer Analysis (Half-Scale, Load Case 2) 39

3.14 Bending Moment Diagram for Load Case 1 40

3.15 Sheming and Axial Force Diagram for Load Case 1 41

3.16 Bending Moment Diagram for Load Case 2 42

x

3.17 Sheaiing and Axial Force Diagram for Load Case 2 43

3.18 Structural System for the Precast Five-Storey Residential Building Frame 46

3.19 Connection Type 1 48

3.20 Connection Type 2 50

3.21 Intemal Forces at Typical Joint 53

2.22 Analytical Model for the Beam 11 53

2.23 Analytical Model for the Beam 13 53

3.24 Analytical Model for the Specimens 54

3.25 Reduction of Negative Moment 54

3.26 Reduction of Sheaiing Force 55

3.27 Reinforcement for Connecting Beams 56

3.28 Calculation Length of Columns 56

3.29 Reinforcement for the Column 57

3.30 Detail Drawing of Monolithic Specimens Ml,M2 58

3.31 Detail Drawing of Precast Specimens Pl, P2 (Connection Type 1) 59

3.32 Detail Drawing of Precast Specimens P3, P4 (Connection Type 2) 60

3.33 Test Results of the Tension Steel Bars (Y 12) 62

3.34 The Layout of Strain Gauges 64

4.1 Test Set-Up 76

4.2 Discs Layout for Specimens M, Pl, P2 79

4.3 Discs Layout for Specimens M2, P3, P4 79

5.1 Load-Deformation Curve for Ml, M2, Pl, P2, P3, P4 92

5.2 Crack Pattern for P4 99


5.4 Crack Pattern for M2 102


5.6 Crack Pattern for Ml 106

XI

5.7 Crack Pattern for Pl 107

5.8 Crack Patterns for P4, P2, M2, P3, Ml, Pl 108

A4.1 Load-Strain Curve for P4 163


A4.3 Load-Strain Curve for M2 165


A4.5 Load-Strain Curve for Ml 167

A4.6 Load-Strain Curve for P 1 168

A4.7 Load-Deformation Curve for P4 169

A4.8 Load-Deformation Curve for P2 170

A4.9 Load-Defon11ation Curve for M2 171

A4.10 Load-Defon11ation Curve for P3 172

A4.ll Load-Defon11ation Curve for Ml 173

A4.12 Load-Deformation Curve for P 1 174

http://A4.ll

Xll

LIST OF PLATES

Pages

3 .1 A Pair of Form work Bones and Reinforcing Cages 61

3.2 Assembly of the Column and Connecting Beam for Connection Type 1 70

3.3 Precast Frame with Connection Type 2, before Assembling 71

3.4 Precast Frame with Connection Type 2, after Assembling 72

4 .1 Test Set-Up 78

4.2 3054A Automatic Data Acquisition/Control System 79

5 .1 Crack Pattern for P4 99


5.3 Crack Patlern for M2 102

5 .4 Crack Pattern for P3 104

5.5 Crack Pattern for Ml 106

5. 6 Crack Pattern for P 1 107

•

3.1

3.2

3.3

3.4

4.1

4.2

5.1

A3.l

A3.2

Xlll

LIST OF TABLES

Test Data of Tension Steel Bars (1)

Test Data of Tension Steel Bars (2)

The Strength and Slump of Commercial Concrete

The Components and Strengths of Dry-Packing Concrete

Load Stage Design for Specimens P4, P2, M2, P3, Ml, Pl

Details of Specimens

Test Results of the Specimens

01iginal Test Data of Deflections and Concrete Strains for Specimen P4

01iginal Test Data of Steel Strains for Specimen P4

A3.3 Load-Deformation Test Data for P4

A3.4 Load-Strain Test Data for P4

Pages

63

63

67

68

81

83

97

138

139

140

141

A3.5 Original Test Data of Deflections and Concrete Strains for Specimen P2 142

A3.6 01iginal Test Data of Steel Strains for Specimen P2 143

A3.7 01iginal Test Data of Deflections and Concrete Strains for Specimen M2 144

A3.8 Otiginal Test Data of Steel Strains for Specimen M2 145

A3.9 01iginal Test Data of Deflections and Concrete Strains for Specimen P3 146

A3.10 01iginal Test Data of Steel Strains for Specimen P3 147

A3.11 Load-Defmmation Test Data for P2 148

A3.12 Load-Strain Test Data for P2 149

A3.13 Load-Deformation Test Data for M2 150

A3.14 Load-StrainTestDataforM2 151

A3.15 Load-Deformation Test Data for P3 152

A3.16 Load-Strain Test Data for P3 153

XIV

A3. l 7 01iginal Test Data of Deflections and Concrete Strains for Specimen Ml 154

A3.18 01iginal Test Data of Steel Strains for Specimen Ml 155

A3.19 01iginal Test Data of Deflections and Concrete Strains for Specimen Pl 156

A3.20 Oiiginal Test Data of Steel Strains for Specimen Pl 157

A3.21 Load-Defonnation Test Data for Ml 158

A3.22 Load-Strain Test Data for Ml 159

A3.23 Load-Deflection Test Data for Pl 160

A3.24 Load-Strain Test Data for Pl 161

xv

NOTATION

A = cross section area of components

Ast = cross section area of tension steel

b = width of a section

D overall depth of a section

d = effective depth of a section

Es = modulus of elasticity of steel

f sy = yield strength of steel

fr = characte1istic compressive strength of concrete

fc" = characteiistic compressive strength of dry-packing concrete

G = dead load per unit length or area

I = gross moment of inertial

kuB = neutral axis parameter for a section with balanced steel ratio

L = centre-to-centre distance between supports of a beam or slab

la computation length of the column

Le = clearance height of the storey

M* = design moment

Mu = ultimate bending moment

N* = design axial force

p = concentrated load

PB = balanced steel ratio

Pb = vertical load on the connecting beam

Pc = vertical load on the column

Pt = tension steel ratio

Pu = ultimate vertical load of connecting beam

Pmax =

Q =

V* =

Vu,max

w

x

~fy

fill

~u

£cu

e

=

=

=

=

=

=

XVI

maximum vertical load of connecting beam

live load per unit length or area

design shear force

= ultimate shear force

wind load

distance from the support to contra.tJexurl!l point of connecting beam

deflection at initial yield for tensioning steel bars

ultimate hoiizontal deflection of connecting beam

ultimate vertical dellection of connecting beam

ultimate strain of concrete in compression

ultimate beam end rotation of connecting beam

1 Chapter 1: Introduction

CHAPTER 1

INTRODUCTION

1.1 General Remarks

Precast or prefab1icated concrete is the vital component in an industrial construction

method by which mass-produced components are assembled into buildings with the aid of

cranes and other handling equipment. The work of building construction is carried out in

two stages: manufacture of components in a permanent factory or workshop or a temporary

casting yard; and erection on the construction site. Precast concrete has been widely used in

building design and construction, even in some seismic regions, strong wind areas and

high-rise buildings in recent decades. Since it is the best way to achieve indust1ialization in

the building industry, new developments are continually being made in precast concrete and

reinforcement.

Precast concrete building components have found significant applicationsin building

constrnction in Australia. Increasing use of the technique is attributable to the advantages

associated with prefabiication, such as short construction time, low sensitivity to frost and

other weather conditions, reduced manpower requirement on site and the possibility of large

spans through the use of pretensioning. After erection of components, they should require

no (or only very little) subsequent finishing. Compared with monolithically cast in-situ

concrete structures, precast concrete allows for relatively simple repeated handling, so that , labourers

unskilled and semi-skilled' · can produce high quality products, generally only with a

relatively small supervisory staff of foreman and specialists necessary. Furthe1more, in this

particular building system, the centre of importance for quality control is transfeITed from

the building site, with all its problems, to the designer's desk and the factory. Beside these

considerations, precast concrete can obviously save plenty of formwork and is therefore

more economical.


Although precast concrete has many advantages, some problems still exist. First of all,

the connection between members poses the greatest problem to the designer. Skill is

required to design and detail a joint that can be easily formed on site at the same time

providing the necessary strength and ductility. Secondly, there must be a restriction on the

sizes and weights of precast concrete components as they all need to be lifted and placed in

position by some means. The lifting capacity and range of cranes available can govern the

sizes and weights of the components. Thirdly, some additional reinforcement and fittings

may be required for the stresses associated with handling, transportation and erection.

Sometimes, if a large number of components is required or if they are larger in size,

problems can mise concerning storage, transportation and erection costs.

In recent years, more and more attention has been focussed on the connections of precast

concrete structures, particularly in view of several collapses under service conditions during

earthquakes which have occurred all over the world; The design and construction of

connections is one of the most important steps in the engineering design of precast concrete

structures. The purpose of a connection is to transfer load and to provide stability. The

selection of a connection detail for 1 a_ particular situation requires consideration of

production, erection, serviceability, durability and ease of construction. A good connection

combines practicality and economy with sound design and therefore requires an

understanding of several factors: strength, serviceability, ease of production and erection,

and economics.

1.2 Objectives and Scope

The beam-column connection investigated in the present work was chosen from a five

storey precast reinforced concrete residential building frame design (Fig. 1.1). The basic

concept in constructing a medium-iise residential building using precast concrete is based on

the fact that when the building is constructed using cast in-situ concrete in the traditional

way, there usually exists some severe problems. These include honeycombs and dogholes,


usually appearing in the surface of the structure after formwork is removed because the

quality of construction is difficult to control. The requirements of architectural aestl:l.etics after the removal of the f ormwork. -

dictates that t~~ fi!lishings and fitt2~-~s-must be, cione f\ These need materials, scaffoldings,

manpower and time. Also the upper structure can not be poured until the concrete of the

A. Typical joints a. Portal frame

b. Column of upper portal frame c. Connecting beam

d. Hollow core floor slab e. Wall panel

Fig. 1.1 The Beam-Column Connection from a Five-Storey Precast

Reinforced Concrete Residential Building Frame


lower structure is sufficiently strong. All these factors increase the time of construction and

hence the costs. When a building is constructed of precast concrete, these disadvantages can

be well compensated. However, the prefabricated structure is not perfect and still has some

special problems in the system, such as:

(a) the joints design and construction;

(b) tolerances dming the manufactming and erection;

(c) verticality and

(d) crane capacity and construction procedures.

These again lead to a number~ of questions associated With the:present investigations which

need to be answered. They are:

(a) How to design the moment-resisting connections for a typical precast five-storey

residential building frame to allow safe transfer of load and have enough strength,

ductility and serviceability.

(b) How to design the tests to evaluate the strength and defo1mation behaviour of precast

concrete frame connections compared with connections of monolithic cast in-situ

concrete frame .

(c) Will it be easy to manufacture these precast components and assemble them on site.

(d) What are the weak points of the connections dming construction and in service .

(e) What conclusion and recommendations can be reached after the tests of these

specimens.

Thus the main objective of the present study and associated expe1iments was to develop

satisfactory moment-resisting connections in the precast concrete building frames which can

address the above-mentioned problems. Two types of beam-column connections were

designed conforming to the guide lines given in PCI (1988), APCG (1990) and Potter

(1990). Six half-scale frame specimens were designed and manufactured, including two

monolithic frame specimens for the comparison. Tests on the half-scale specimens for the

beam-column connections were conducted to investigate the strength and deformation


behaviour, the crack patterns and failure modes of the connections. Test results confirmed

that the design and configurations for these beam-column connections are safe and practical.

They can develop the satisfactory strength and ductility and are easy to manufactur · and

construct1 • •• The weak points of these connections have also been identified. Conclusions

and suggestions for further studies in this respect have been made in later chapters.

1.3 Summary of Contents

A summary of the contents of the thesis is given below:

• A review of the literature on prccast concrete development, connection design,

construction and experiments in the precast reinforced concrete frame with particular

emphasis on the beam-column connections is presented in Chapter 2 .

• The design and construction of specimens for the connection tests are described m

Chapter 3 .

. The test set-up and expe1imental procedure(orconnection tests are desclibed in Chapter 4 .

• Test results are presented and discussed in Chapter 5 .

• The conclusions and recommendations for further study are given in Chapter 6.

The references are listed from page 114 to 117. The input and output data of the

computer frame analysis are reproduced in the Appendices 1 and 2, (pp. 118-136); the test

data for all of the specimens (Tables A3. l to A3.24) are given in the Appendix 3; all the

curves from the test results (Figs. A4. l to A4.12) are shown in the Appendix 4.

6 Chapter 2: Literature Review

CHAPTER2

LITERATURE REVIEW

2.1 Historical Development

Precast concrete is a product designed to meet the needs of modern industrial

development. Industrialization in building construction is a natural extension of the type

which has taken place in the other industiies. Development has been rather late, but rapid.

The use of precast concrete has been associated with reinforced concrete and prestressed

concrete from the very beginning of the industry. The first precast structural members were

probably the concrete beams for the Casino at Biarritz, which was built by the

contracting firm Ed. Coignte, Paris, in 1891 ((Fig. 2.1), Koncz, 1976 ). The beginning of

small precast concrete plants was due to the successful construction of prestressed concrete

bridges and their components in the early 20th century. The first large roofing slabs were

Fig. 2.1 Precast Reinforced Concrete Beams for the Casino at BiaITitz (1891)

after Koncz, 197 6


probably those made in Brooklyn, U. S. A. in 1900. In 1905, a prefabricated floor structure

for a four-storey building was constructed in Reading, Pennsylvania, U.S.A. Only the

columns were cast in-situ. In 1906, lattice-type beams made their appearances in Europe

and were very successful. In the United States, after the success of the Walnut Lane Bridge

in 1949, several small precast concrete plants began experimenting and producing

pretensioned prestressed concrete components for building structures. These complised

hollow slabs, flat slabs, channel slabs, beams, single T's, double T's and piling. This was the

first time that industrialized production of structural components took place (Sheppard and

Phillips, 1989).

In Europe the prefabrication of residential buildings in concrete and reinforced concrete

commenced after the First World War. The most advanced experiments were made using

storey-height wall panels, installed by means of a crane, in Germany at Braunheimnear

Frankfurt-on-Main and at Munich. In Britain, too, a number of prefabricated construction

systems were developed around this time. Most of these embodied a structural framework.

(Koncz, 1976).

In the United States, the development of precast technology was slower. But after 1950, it

developed more rapidly as the physical capability of the method was proven in Europe.

Rising steel costs, material shortages during the Korean conflict, the expanded highway

construction program and the development of mass production methods to minimize labour

costs have all been factors leading to the expansion of the use of plant cast prestressed and

precast concrete. Throughout the United States from 1901 to 1904, there was much

experimenting with precast concrete. Most of these experiments were concerned with

building facades and consisted of wall panels cast on tilt beds in a plant and trucked to the

construction site. In 1906, a railroad bridge was also precast and lifted by a railroad crane to

its final position. During this period, plant-cast concrete was also used to produce

decorative elements for buildings. With the advent of prestressed and high-strength

concrete, the technology developed to the state that we know today. Fabrication methods,


using quality control and efficiency in design, production and erection, have commonly

resulted in concrete strengths of 42 MPa (6000 lb/in2) compared with lower strengths

achieved p1ior to 1950 (Sheppard and Phillips, 1989).

By 1951, the concept of prestress was well accepted. In 1954, the Prestressed Concrete

Institute was founded in the United States, for the purpose of advancing the design,

manufacture and use of prestressed and precast concrete and architectural precast concrete

in the United States and Canada (PCI, 1985).

Although the use of precast concrete has been an established construction method for

many years, it continues to advance at a rapid pace. In the last two decades, the use of

precast concrete has increased rapidly. It has expanded from generally standard designs to

industrialized building systems; from low and medium-rise buildings to modern high-rise

buildings and buildings in seismic areas. More safe and reliable connection forms were

recommended and have found wide application in precast concrete. The trend is to have

many uses of precast components with fewer types of components employed in the

construction of various kinds of buildings, such as a combined beam-panel in one unit,

wall-column in one unit. Accompanying increased crane capacity, modern transport

methods, modern construction techniques and new building materials such as light weight

and high strength concrete, some new indust1ialized structural systems have appeared. The

structural system in which cast in-situ concrete forms a composite with precast concrete

and assembled monolithically is one of them (The Universities of Tianjin and Tongji,

1979).

In Europe and parts of South America, two basic trends highlight the advancing

development of plant-cast precast concrete technology. These are:

1. The use of standard precast concrete shapes, similar in concept to the format in the

structural steel industry, is becoming widely accepted. This standardization of both

structural and architectural fonns in precast concrete will facilitate modular design. It will


also be a natural complement to the establishment of the "design-build" concept as the

predominant building method in constructing fully precast and prestressed concrete

structures.

2. Precast and prestressed concrete will be the prevailing structural mateiial used in

building in the twenty-first century, the traditional on-site construction methods being no

longer economically feasible. Plant-cast precast concrete system buildings will be used to

provide energy-efficient permanent structures with components being installed using

electric hoisting equipment. Solar energy systems will be designed and installed with

precast concrete sandwich panel construction. Glass-fibre reinforced concrete, polymer

concrete and other composites exhibiting high tensile strength will be required. Other

manufacturing processes not cuffently employed in the precast industry will be used in the

production of these materials including extrusion moulding, ceramic processes and

automation of systems for conveying, vibrating, removal of excess moisture to facilitate

earliest st1ipping and compute1ized cutting, storing and handling methods.

Eventually, the architect of the future will face an ever-increasing challenge to design for

the greatest structural and construction efficiencies. Economy points towards the increasing

use of precast concrete with all its advantages as totally precast, seismic-resistant structures

combining the advantages of precasting and pretensioning with post-tensioning (Sheppard

and Phillips, 1989).

2.2 Literature Review on Precast Reinforced Concrete Structures

The first widely used textbook on prestressed concrete was written by T. Y. Lin, which

was published in 1954 (Sheppard and Phillips, 1989). Since then, many books related to

precast and prestressed concrete have been compiled and published, especially after 1970.

Based on two Danish Publications: "Praktisk Modulprojektering" and "Moduieog

Motagebyggeri", Nissen (l 972) practically discussed all the teachings on the subjects of


industrialized constructions and modular designs in Denmark. The books cover a wide

range of prefabricated constructions and the design examples include four apartment

buildings, one terraced house, three one-family houses, two schools, an office and a factory.

The building systems discussed include those using blick, concrete, wood and steel.

An extensive amount of information was compiled by Richardson (1973) based on the experience

and knowledge which has been passed on to the author by managers, tradesmen and

operatives concerned with precast concrete, either at the plant or at the work site. The

objective of this book was to provide a working knowledge of the processes of

manufacture, planning and production techniques of layout of workshop and casting yard,

and of techniques used in casting, handling and erection in the precast concrete industry.

The author attempted to provide the reader with a clear outline of the skills used in the

production of good quality precast concrete.

Hartland' s ( 197 5) work forms a part of a series covering aspects of design and materials

for the engineer, mainly incorporating the structural design of precast concrete, prestressed

concrete and composite materials and formwork typical of the sort of design problems the

engineer is concerned with. The book explained relatively simply the background to design

problems and then in quite some detail the main featl.ires of design processes such as the

use of precast concrete; frame structure and large panel structural design in precast

concrete; composite concrete construction; precast concrete cladding; manufacture;

transportation and erection. These topics were fully illustrated by worked - examples.

On the other hand, Haas (1983) dealt with the principles of prefabrication covering the

study of modular coordinating and tolerances, rationalisation, standardisation and

mechanisation applied to precast and prestressed concrete including the prefabrication of

the reinforcement used. The book was also concerned with the design, with sampl~

;calculations lx?ing given.

Although a considerable amount of development work has indeed been done in the field


of prefabricated construction, there still has been a lack of systematic utilisation and co-

ordination of results. Koncz's (1976) were the earliest books which contained a systematic

treatment of precast concrete construction and the essential character of prefabrication

construction. The various structural systems were examined and compared, the detail of

structural connections indicated, guidance in carrying out design calculations given and

also information was presented concerning prestressing techniques, the choice of

appropriate production methods and plant to use, as well as suggestions as to architectural

design possibilities were offered in the three volumes. With regard to individual building

types or forms of construction, the author first examined the various systems, then

presented and discussed examples of actual structures from all over the world indicating

significant details, finally dealing with special problems of structural design and execution.

In order to advance the design, manufacture and use of prestressed and precast concrete,

enabling the designer to improve and shorten design procedures for precast concrete

products and structures and to provide the professional designer with sufficient information

to permit safe design in accordance with commonly accepted industrial practice, the

Prestressed Concrete Institute (PCI) first published the "PCI Design Handbook for Precast

and Prestressed Concrete" in 1971. The PCI continually disseminated information about the

latest concepts, techniques and design data to the architectural and engineering

professionals through regional and national programs and technical publications, with a

second and third edition of the same being published in 1978 and 1985 respectively. The

handbooks include procedures and practices to common areas of precast and prestressed

concrete combined with ACI Codes.They give details for materials usage and properties,

product information and capabilities of precast and prestressed concrete to the analysis and

design of precast prestressed concrete structures including design of precast prestressed

concrete components, erection props, the design of connections, tolerances for precast and

prestressed concrete and some special topics for architectural precast concrete. Also are

includedAgeneral design information, theoretical calculations and construction methods


(PCI, 1985).

In Germany, a Working Party on Design Philosophy within the FIP Commission on

Prefabrication, had dealt with precast multistory buildings and, to some extent, with precast

bridges for quite a many years. As a follow-up, FIP (1982) published the results and

conclusions drawn from a questionnaire on the technical characteristics of various specific

precast buildings in a report form . The report presented the results from the questionnaire

which was circulated internationally. By examining examples of precast multistory

structures from various countries in this way it had been possible to compare the

developments. Although tradition influences design in different ways all over the world,

many common solutions and trends were noticeable. The aim of the report was to guide the

builder, the designer and the architect towards the most convenient and developable design

and construction methods.

Based on the above questionnaires, Telford (1986) suggested the recommendations aimed

at guiding the designer to solutions and considerations which in past experience had turned

out successfully. Moreover, the owner or investor was advised about the additional

advantages and qualities of building that may be gained using precast concrete in

accordance with the current experience. Using these recommendations, errors made in the

past could be avoided.

Prestresscd hollow core units were among the most advanced products in the precast

concrete industry, especially with regard to their high quality and low use of materials.

During the past two decades, they have been widely used for flooring and roofing, and

occasionally for walls. Intensive field experience from all over the world and extensive

research, especially on extruded hollow core units were included in the report compiled by

Telford (1988) which justified the tensile stress capacity of the concrete being taken into

account in the design. Thus a reduction in the reinforcement was justified leaving only the

prestressed strands. During the past 9 years, the FIP working party initiated important


research into several items because substantial knowledge had to be gathered to formulate

general recommendations. They provided the engineer and precaster with a guide to a

sound design philosophy, and put at their disposal calculation methods and examples of

good practice for vaiious items in the design of hollow core floors.

2.3 Expe1iments on Beam-Column Connections

In late 1950's, accompanying the rapid development of precast and prestressed concrete,

some laboratory experiments had been in progress which Qon~entrated on the behaviour of

precast concrete structures. These included tests on different types of connections as well.

The "knife connection" for the beam-column connections was one of the earliest types of

connections (Fig. 2.2 and 2.3, Birkeland and Birkeland, 1966 ). It proved the full

continuity for superimposed dead and live load negative moments. Several tests for widely

varying applications of "knife connection" had shown very good behaviour at the working

load and excellent ductility behaviour at ultimate load but it was relatively complicated in

configuration and hard to manufacture and fab1icate.

?

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

----- --I

_-1

CLOSE-UP ,...I -=ac:::::;:::;:::::::~"".::\..,::=;:==~~

I I I I I I I I

I I I I I I

~y

Fig. 2.2 Knife Connection

sec.@ COLUM~

14

ELEVAT/O~

I. Sheath plates 2. Knife plate 3. Headed studs 4. Bolts 5. Anchor bars 6. Column rebar -7. Crack control and edge rebar 8. Negative moment rebar

Chapter 2: Literature Review

SEC.@ M ijM. STU2QUP

9. Stirrups 10. Confinement hoops 11. Channel slab continuity splice

· 12. Prestress strand 13. Channel slab 14. Channel slab rib 15. Topping and cast-in-place concrete 16. Drypack

Fig. 2.3 Knife Connection Details

PCI (1973) focussed on the actual behaviour of commonly used connections. This was the

earliest authoritative guide-book on precast concrete connections. The continuation of

researches and improvements in connection designs since then, were incorporated in the

Manual published by PCI (1988). In this Manual, the earthquake resistance of connections

was considered for the first time. Since it was very difficult and expensive to test a real

structure or building made of precast concrete, as large laboratory facilities and substantial

reaction frames were required, only a few necessary types of connections could be tested in

the laboratory. Thus the experimental work has been slow and limited.


To overcome such problems, Sabnis et al. (1983) presented a current up-to-date treatment

of structural modelling for applications in contemporary design, research, and education.

Primary emphasis was given to modelling the behaviour of reinforced and prestressed

concrete structures. The applications of the modelling techniques to real structures assist in

better understanding of the actual process of model analysis. They also assist in forming a

perspective view of the types of structures for which physical modelling is important. This

was a good guide-book of substantial assistance to not only students in model analysis and

experimental methods but also those involved at the professional level in manufacturing

and testing structural models.

In 1987, eight simple beam-column connections, eight beam-column moment resisting

connections and one moment resisting frame were tested in the University of Washington

(Fig. 2.4) supported by the PCI's Specially Funded Research and Development program.

The tests focussed on the actual behaviour of commonly used connections. Connections

were examined for structural performance as measured by load and deflection behaviour,

and for cost effectiveness and ease of construction. Emphasis was placed on the behaviour

of the connection subjected to gravity loading and lateral loading due to wind or equivalent

seismic loading. The results of the tests were compared with the theoretically calculated

predictions. Conclusions and recommendations were drawn from the tests (Dolan et al.,

1987).

Two years later, in 1989, further study and tests of beam-column connections were

undertaken based on the above tests. Tests on one-quarter scale models of a single beam to

column connection were conducted and results were compared to the test on a prototype

connection (Fig. 2.5). The tests demonstrated the feasibility of using models for testing

precast concrete connections and to investigate the behaviour of moment resisting

connections for precast concrete structures. The model tests accurately reflected both the

Cot 11 ll:C I IOI I

UL 15

lll . lliA

Ul : ~•!, & CL I

I)( . 2b

DlSClllP I IOU

Bt AM JO COllJMU CONNEC HOUS ll51NG WEIOEO PlAlES FOR HIE rn~>ITIVE All() 11 IE llEGAI IVE CON llEC llotlS

Ut:AM 10 COLUMN corn~lCllON tJSlllG l:OIHllllJOlJS f1EIUI onc1uo l llROUGll I llE COl lJMN AUD CASI ltl Pl ACE IOPPllm POSI TIVE MOMEIH COtUIEC llOU USES WEI DED Pl.AIES

A COi UMtl HASE OE JAIL MAUE COlllltllJOIJS HY BOUlllG UC25 IS Fon Ex lE llOIUG COL UMtlS 11 tnOt JGll LARGE BE AMS CC 1 IS A COi ut.rn 10 COi lJMU EXIEN

Sl!lll B A f'lllCASI BEAM COUSllUJCIEO 11110 A CASI Ill PL ACE cm UMU

CONNECTION

BC28 & BC29

OC99

OE SCRIP HON

A PRECASl BEAM lllSlAllED ON A GAOUIEO OR PARllAl. l Y GtlOU I [ 0 l>OWU

A PREC.AST BE J.M MA{Jl t:ON I lfm· OUS USIUG l>YWIOAG TltnEAI> BAnS scm:wEO llHO COUPl Ens CASI ltl Ill[ COl UMN

[[ill . . •

8C27

Fig. 2.4 Moment Connections

A PAECASJ BEAM POSr · TEN· SIOUEO TO A COLUMN OR 0 UIER fAAt.IE MEMBER

........ 0\

_____ ...___

n :::r .g ~ ~

c s ~ @ :;;;:i ~ < ~-

~


strength and moment-rotation behaviour of the prototype connection demonstrating the fact

that models are a useful tool for evaluating the precast concrete connection behaviour

(Dolan and Pessiki, 1989).

Fig. 2.5 Isomet1ic View of Prototype Connection

From 1980 onwards, more and more studies and tests have been carried out focussed on

the ductile and moment-resisting connections due to the collapse of precast concrete

buildings subjected to earthquakes, an event which was expe1ienced all over the world. The

requirement of a ductile, moment-resistant connection has severely limited the use of

precast concrete construction in regions of seismic activity. Many programs were

undertaken to develop satisfactory ductile, moment-resistant beam to column connections

which can be used in earthquake resistant building using precast reinforced concrete

construction. Pillai and Kirk (1981) showed a satisfactory design for such a connection

which was developed in accordance with 'the PCI recommendations. A total of 11 tests were

conducted on full scale beam-column connections. The pe1formance of the connection was

experimentally investigated.

The above study was extended further by carrying out tests on the welded moment

resisting connections to join precast beams and columns. The connection detail adopted in


these tests incorporated improvements on a similar connection type previously tested in

1981. The specimens were tested under reverse loading. Experimental results showed that

the improved connection can withstand large ductility demands (Bhatt and Kirk, 1985).

Seckin and Fu (1990) conducted experimental investigations to study the behaviour of

semi-rigid precast beam-column connections subjected to simulated seismic forces. Four

full-scale interior beam-column assemblies representing a portion of a frame subjected to

seismic loading were tested. The behavioural differences of these types of connections with

respect to strength, ductility, stiffness, energy dissipation and bond deterioration at the joint

core were presented and discussed. Test data showed that properly designed precast beam

column connections can maintain ductility and strength and exhibit energy-dissipating

capacity when subjected to large inelastic defonnations under load reversals.

2.4 Present Study

Form the above review of the research work carried out throughout the history of the

development of precast concrete constructions, it is evident that the methods of designing

and constructing connections in precast concrete structures are the most impmtant points to

be considered. It is also evident that although considerable experiments have been carried

out to develop satisfactory moment-resisting beam-column connections in recent decades,

certain aspects require further research. It is further clear that all the previous tests of the

beam-column connections in the precast frame were basically limited to the comparisons

between the test results and the theoretically calculated estimates as to the assessment of the

strength, ductility and deformation behaviour of the connections. Since the performance of

the connection is affected hy many factors, it is not enough to use the theoretical value for

comparisons, particularly while evaluating the development of the cracks in the concrete,

the strain distribution in reinforcing bars and the deformation behaviour of the connections

under service load. It is, therefore, necessary to carry out further research with the

following aims.


1. Design the moment-resisting beam-column connections which can safely transmit the

loads and easily be assembled on site.

2. Conduct the experiments to determine the properties of the connections, including the

precast frame specimens and the monolithic specimens which have similar controlled

conditions.

3. Compare the strength, ductility, deformation behaviour, crack patterns and the failure

modes between the precast concrete frames and the coll"esponding monolithic specimens to

assess the safety of the connections in the precast concrete building frames.

4. Compare the erection methods of the connections to optimise their use in precast

reinforced concrete building frame construction.

Chapter 3: Design and Construction of Test Specimens

20

CHAPTER 3

DESIGN AND CONSTRUCTION OF TEST SPECIMENS

3.1 Structural Design

3. 1. 1 Selection of structural system

The structural system of the five-storey precast reinforced concrete residential building is

mainly made up of two rigid portal frames with connecting beams which are jointed rigidly

with the columns in both transverse and longitudinal directions ((Fig. 3.1), Loo, 1992 ).

The major principle applied in choosing the structural system is that it should have less

types of components; have reasonable connection fo1ms; be suitable for construction and

economical for erection; and can be quickly and easily constructed with the best monolithic

structural properties and cheapest cost of construction. The1~e are only three basic types of

precast components in the system (Fig. 3.2):

(a) Two-storey portal frames ,ex!ended1 outside to fonn a longitudinal balcony;

(b) One-storey portal frames at the top storey;

( c) Connecting beams.

After the frames are erected to their final positions, hollow core slabs can be assembled

to form the floor slabs, then the wall panels can be erected later. The frame girder transmits

all the vertical loads from floor slabs and wall panels to the columns, while the connecting

beams join each plane frame into a whole stable space frame structure.

The major advantages of this structural system are:

(a) Light-weight components.

Since hollow core slabs are used for the floors, wall panels for external and internal

walls, and light weight walls for partitions, the vertical loads of the structure are relatively

small. The size of the frame components can be designed to be as small as possible. Even in

two-storey portal frame structures the heaviest component in the system can be erected

r ,,

I ,, II

Balcony Beams ~

/ _ _L_

/ - -=-

(b). Frame Assembly

21 Chapter 3: Design and Construction of Test Specimens

(a). Plan

,.. 0

·;:: u cu ... a c; c -g ·"= c 0

..J

In · d joints -.......---. Sltu rigi

(c). Longitudinal Assembly by

Precast Connecting Beams

Fig. 3.1 Principal Conception of Five-Storey ?recast Concrete Building Frames

n (a). Two -Storey Frame (b). One-Storey Frame

(c). Connecting Beam

Fig. 3.2 Basic Types of Components of Five-Storey Precast Concrete Building Frames


22

easily by a common mobile crane. This is convenient for construction and represents saving

in both time and money.

(b) Fewer component types.

Since the structure is symmetrically designed, the components have almost the same

weights and sizes. Thus they are easier to be manufactured in the factory and more

repetitions are possible. They are also convenient for transportation and storing.

(c) Fewer connection types.

Since the structure is symmeliical, the connection forms are only a little different in the

comers. This will be helpful for construction and will shorten the erection time.

(d) Minimum post-construction work and better quality control.

As the building is made up of precast concrete components, almost all the finishing and

fitting work can be done in the factory. Only:small quantity of repairing and or finishing

work is needed after erection. It can provide a more pleasing appearance and better quality

control after construction compared with cast in-situ concrete structures.

3. 1. 2 Dete1mination of column grid

The precast frame of the five-storey residential building is to be constructed in a densely

populated city. All the architectural considerations are based on the AURCC (1990) and also

on typical unit-plans of Australian residential houses.The standard dimensions of hollow

core slabs and wall panels and architectural modules, combined with the common

arrangement of unit flats, the resulting architectural plan or layout of the standard unit are

shown in Fig. 3.3. Considering the thickness of the hollow core slabs and connecting

beams and the recommended minimum ceiling heights, the storey height is estimated to be

2.7m. The sectional drawing of the building is shown in Fig. 3.4.

n r _, =-~r~~=~· ~-~~~~--~~~~ ~-l ~ -2 3 3 3 3 2

3 ==i

~ ~i

-+--- J7 ~

.. ~t't-1r---d:-i. '

4 4 I r

3

f ·I

--~ l'fll 'Cl

~ ~

~~~~11-~1--~--_____,,_

-~ lfl

"' 3 ~-3 3 3 2 2

l~fN~ 11 q - f-~t -- t-- !· f -f 1 I

J 33oo L--- ~5o -1--~~---- -1 --~~ 665° w 1. Living room: 3.65 x 6.35m2 2. Dining room: 3.0 x 3.3m2 3. Bed room: 3.3 x 3.3m2 4. Kitchen: 3.0 x 3.05m2

5. Bath room: 2.4 x 2.7m2 6. Toilet: 1.3 x 2.4m2 7. Laundry: 3.0 x 2.Jm2 8, Sa: Closet

9. Balcony JO. Living area:

I 38m2 (2 bed room with I dining room) I 56m2 (3 bed room with I dining room)

Fig. 3.3 Standard Unit Plan

___ _,_

~ ------

N w

(") :::;~

"::)

n .... w

0 (I)

"' c§" [ (") g er. c:; c: (') a. 0 ::s 0 .....,

~ Cl> ... (/.)

'R (')

3· (I) ::s "'


24

I I -13.-500

! - - I . I I

-I I ' "'a-.

I -· I ,I - -I I I -A. l()(J

! • ~ . , r -I I n I I I >d5.IKJO

' ~·

I I r -I ,I -2.100

' ' • - - --~ onnn ---. I

lJ 6J~O

Fig. 3.4 I-I Section

Based on the above considerations, the column grid can be decided approximately. In

precast concrete structures, the larger the gtid the better the economies achieved. But there

should be an upper limit for the dimension of the spar}, otherwise the weight of the frame

component will be so heavy that crane capacity may be insufficient. For convenience in the

manufacturing and construction of the building combined with some other bay dimensions

of houses and flats, the column grid is fixed at 6.9x6.9m, the width of inner corridor at

2xl.5m, and the ext(!I!_d~d .. length or the ·balcony at l .2m. The plan layout of a

standard unit of the five-storey residential building is shown in Fig. 3.5. Since the whole

structure is symmetrical in both longitudinal and transverse directions, the standard units

can be combined in various ways which will provide more vaiiety in the combinations of

elevations, such as a simple straight line (Fig. 3.6(a)), a projecting symmetric layout (Fig.

3.6(b)), a concave symmetric layout (Fig. 3.6(c)) and staggered shape (Fig. 3.6.(d)).


25

II I • ,

' I • • • • • • ' 4

I j I I I I I I I

I I I I

I

I I ! I • • • • .. I I ~ I I

T T • T l I I .

I I ii •

6/1()() II 6AA? 6900

(a). Column Grid for Standard Unit

.,l JaJO l 61100

(b). Section 1-1

Fig. 3.5 Column Grid of Precast Frame


26

,-, . '

/ ,.' / ,/ / /

(a). Simple Straight Line

(b). Projecting Symmetric Layout

(c). Concave Symmetric Layout

,' ~ ;t __,. }/.' . • , t

I' ,' / , ' . _,' . .'

/

(d). Staggered Shape

Fig. 3.6 Combinations of the Standard Units


27

3. 1. 3 Half-scale model design

The half-scale model frame design is carried out for the purposes of the design and

construction of the half-scale connection specimens. The Australian Standard Codes and

related text books were followed for the design.

A typical floor plan of a half-scale frame structure is shown in Fig. 3.7. Based on the

general building frame design, the depth or the frame girder is usually 1/12 of the span and

the width of the column is usually 1/6 the height of the storey. Since the vertical load of the

residential building is relatively small and strong columns but weak beams are to be

designed for the safe use of the structure, the detailed layout of the frame components will

be as shown in Fig. 3.8.

From the requirements of durability and fire-resistance, the strengths of the materials

used in the design are as follows.

For frames and connecting beams:

For main reinforcing bars:

For ties:

For other bars:

25 MPa concrete, fc'= 25 MPa

deformed bars, Y 12, fsy = 400 MP a

plain bars, R6, fsy = 250 MPa

plain bars, RIO, fsy = 250MPa

Standard recommendations (CCAA, (I 991)) for cover options in accordance with fire

requirements are as follows:

Table 2.5* Abrasion resistance--not applicable;

Table 2.6* Freeze--not applicable;

Co11"osion protection:

Table 2.1 * Exposure classification and fc'--within arid zone,

classification A2, concrete properties fc'= 25 MPa,

curing period 3 days;

Table 2.3* Cover (assume iigid formwork and intense compacting are used):

* Refer to CCAA (1990).

Chapter 3: Design and Consu11ction of Test S~c~me~s __

28

I

j I

I l ,.!._() l ~~D Jff O Uf D , l

Fig. 3. 7 Typical Floor Plan of Half-Scale Frame S truc~ure

i 600. , .

~1 ~T g ; <';, I

Jlf-50 if

f'500 >( 1450

Fig. 3.8 Structural Layout of Frames

Ii j

~ii ~

~600 I , , "

~1

~

..,

~

Chapter 3: Design and Conslruction of Test Specimens

29

Member Exp. class fc' (MPa ) Cover ( mm )

Frame

Connecting beam

A2

A2

Fire-resistance conditions:

25

25

20

20

(use 25mm)

(use 25mm)

Beams (assume continuous RC beams exposed to fire on three sides);

Chart 2.2 *Requirements for beam's structural adequacy:

Fire Resistance Period (FRP) =120 (minutes), b=350mm, cover=20mm (use 25 mm)

Chart 2.7 *Column, structural adequac.:y requirements

Fire Resistance Period (FRP) =120 (minutes), b=350mm,using less than sp~cified cover (ie 25mm of 40mm).

Hence, the cover of all structural components will be selected as 25mm.

The geometiical properties of a section of the frame components calculated as follows:

Frame beam:

2 11_1 =

112

x0.175x0.293 = 3.56x10-4m4

1 0

2 A= O. J 75x0.29 = 0.0508m2

Connecting beam:

I 1_1 =-hx0.l75x0.1753 = 7.82xlo-5m4

12_2 =1 1_1 = 7.82xl0-5 m4

A= 0.175x0.175 = 0.0306m2

* Refer to CCAA (I 990).


30

Column:

2 11_1 = / 2 xO. l 75x0.23 = l. l 7xl0-4m4

1 0 12-2 = / 2 x0.2x0.1753 = 8.93xlo-5m4

A= 0.2x0. l 75 = 0.035m2

The load calculations and combinations for the half-scale model design are as follows.

1. Dead loads

Hollow core slab ( 150/1200, 1 = 3.45111)

2.42kN/m2x3.45 = 8.35kN/m

Dead Weight of beam:

Frame beam: 0.0508x24.5

Connecting beam: CL03lx24.5

Finishes of walls:

Facade wall and inner wall: O. t5xl.06xl5.0

Partition wall: 0.1 Ox l .06x4x5

Finish of floor: 20x0.03x3.45

Level and waterproof layer: 20x0.02x3.45

a. Dead load of the frame beam on the roof:

Gt= 8.35+1.245+2.07+1.41 = 13. lkN/m,

b. Dead load of the connecting beam on the roof:

G2 = 8.35+o.76+2.07+1.41 = 12.6kN/m

c. Dead load of the frame beam on the tloor:

G3= 8.35+1.245+2.07+2.39+2.12 = 16.18kN/m

d. Dead load of the connecting beam on the floor:

G4 = 8.35+0.76+2.07+2.39+2 . l 2 = l 5.69kN/m

= l.245kN/m

= 0.76kN/m

= 2.39kN/m

= 2.12kN/m

= 2.07kN/m

= l.41kN/m


31

2. Live loads

Live load on the roof: Q1 = 0.5x3.45 = l.73kN/m

Live load on the floor: Q2 = 2.0x3.45 = 6.9kN/m

Because Live load/ Dead load< 0.75, according to AS 3600, c1 7.6 (b), the live load

needs to be considered on all spans.

3. Wind load

a. The design life of the building is 50 years,

b. From AS 1170.2-1989, basic wind speed ofN.S.W. VR= 50m/s,

c. Detennined category of the building: Categ01y 1,

d. Determined value of the exposure factor Cz = 1.12 (height 15m),

e. Design wind velocity :

Vz = VRCz = 50xl.12 = 56m/s (Gorenc and Tinyou, 1981).

f. Conversion of the design wind velocity into the free-stream dynamic pressure:

qz = 0.006Vz2 = 0.0006x562 = l .88kPa

g. Wind load:

W = l.88x3.45 = 6.5kN/m

4. Concentrated load at the columns

From Fig. 3.9, diagram of concentrated loads for standard frames, each load is

calculated as follows.

a. Roof:

Dead weight of the inner connecting beam P1 :

P1 = 24.5x0.031x3.45 = 2.62kN/m

Dead weight of the hollow core slabs on the balcony, finishes and connecting

beam Ppl :

Prt = P1+(2.42+20x0.03)x0.6x3.45

= 2.62+3.02x0.6x3.45

= 2.62+6.25 = 8.87kN


32

0

Fig.3.9 Diagram of Concentrated Loads for Standard Frame

Moment Mpt = 0.5x3.02x0.62x3.45 = 1.88kN/m

Live load on the roof from the cantilever gutter Pq! :

Pq1 = 0.5x3.45x0.6 = 1.04kN

Moment Meil= 0.5x0.5x0.62x3.45 = 0.31kNm

b. Floor:

~ -

Dead weight of the inner connecting beam, inner wall panel, and column:

P2=P1+15x0.15xl.06x3.45+0.0035x24.5xl.35

= 2.62+8.22+1.16 = 12.0lkN

Dead weight of the hollow core slabs in the balcony, finishes, facade panel, column

and connecting beam :


33

Pp2 = P1+3.02x0.6x3.45+15x0.15xl.06x3.45+1.16

= 2.62+6.25+8.23+ 1.16 = l 8.3kN

Moment Mp= 6.25(0.15 + O:l )+0.5x3.02x0.62x3.45

= 1.09+ 1.87 = 2.9kNm

Live load on the floor of the cantilever balcony and railing, Pq2:

Pq2 = 2.0x3.45x0.6 + 1.5

= 4.14+1.5 = 5.7kN

Moment Mq2 = 1.5x0.6+0.5x2x0.62x3.45

= 0.9+1.24 = 2.14kNm

5. Load combinations

A. Load Case 1: 1.250+ l .5Q

(a) Distributed loads:

Frame beam on the roof 0 i:

01 = l.25x13.1+1.5xl.73

= 16.4+2.6 = 19.0kN/m

Connecting beam on the roof 02:

02 = l.25xl2.6+1.5xl.73

= 15.75+2.6 = 18.4kN/m

Frame beam on the floor 03:

03 = l.25x16.18+1.5x6.9

= 20.23+ 10.35 = 30.55kN/m

Connecting beam on the floor 04:

04 = 1.25x15.69+1.5x6.9

= 19.61+10.35 = 30.0kN/m

(b) Concentrated loads:

Roof: l.25P1 = 1.25x2.62 = 3.3kN

l.25Pp1+1.5Pq1 = 1.25x8.87+1.5xl.04

Chapler 3: Design and Construction of Test Specimens

34

= 11.1+1.6 = 12.7kN

1.25Mpt + 1.5Mq 1 = 1.25x 1.88+ 1.5x0.31

= 2.4+0.47 = 2.9kNm

Floor: l.25P2= 1.25xl2.01=15.lkN

1.25Pp2+1.5Pq2 = 1.25x18.3+1.5x5.7

= 22.9+8.5 = 31.4kN

1.25Mp+ 1.5Mq = 1.25x2.9+ 1.5x2.14

= 3.6+3.2 = 6.8kNm

(c) The analytical model for Load Case 1 is shown in Fig. 3.10 (see Page 36).

B. Load Case 2: l.25G+l.5W+0.4Q

(a) Dist1ibuted loads:

Frame beam on the roof Gt:

G1 = 1.25xl.31+0.4xl.73

= 16.4+0.7 = 17.lkN/m

Connecting beam on the roof G2:

G2 = 1.25x12.6+o.4xl.73

= 15.75+0.7 = 16.5kN/m

Frame beam on the floor G3:

G3 = 1.25x16.18+0.4x6.9

= 20.23+2.76 = 23.C>kN/m

Connecting beam on the floor 04:

G4 = 1.25x15.69+0.4x6.9

= 19.61 +2.76 = 22.4kN/m

(b) Concentrated loads;

Roof: 1.25P1 = 1.25x2.62 = 3.3kN

l.25Ppt+0.4Pq1 = l.25x8.87+0.4xl.04

= 11.09+0.42 = l 1.5kN


35

l.25Mp1+0.4Mq1 = l.25xl.88+0.4x0.31

= 2.4+0.12 = 2.5kNm

Floor: 1.25P2= 1.25x12.0l = 15.lkN

1.25Pp2+0.4Pq2 = l.25xl8.3+0.4x5.7

= 22.9+2.3 = 25.2kN

1.25Mr+0.4Mq = l.25x2.9+0.4x2.14

= 3.6+0.86 = 4.5kNm

(c) Dist1ibuted wind load:

W = 1.5x6.5 = 9.8kN/m

(d) The analytical model for Load Case 2 is shown in Fig.3.11.

o.


36

Fig. 3.10 Analytical Model for Load Case 1

3 50

Fig. 3.11 Analytical Model for Load Case 2

I ~ 9

I I ~

~

~1 ~I

I ~

~I i

~

J


37

3.1.4 Computer analysis of the half-scale model

Using the analytical models for Load Cases 1 and 2 (Figs. 3.10 and 3.11), frame

structural layout (Fig. 3.8) and geometrical properties of sections and properties of the

materials, the frame structure of the five-storey residential building can be analysed using

computer. STRANDS (Care, G. et al., 1989 ) program was used for the computer analysis

of the strncture. The input and output data resulting from computer analysis for Load Cases

1 and 2 are shown in Appendices 1 and 2 respectively.

3.1.5 Results

From the output data of the computer analysis of the half-scale frame structure, diagrams

of internal forces for all components can be obtained. Fig.3.12 and Fig.3.13 are the internal

force diagrams drawn from the output data of the computer analysis. Based on the internal

force diagrams, bending moment diagrams, shearing force diagrams and axial force

diagrams for Load Cases 1 and 2 are drawn in Figs. 3.14 to 3.17. Comparing the two load

cases, especially the forces in the connection (typical joint) which will be used for the

specimen design later, it is obvious that Load Case 2 is more critical than Load Case 1.

Hence, all the design work is carried out taking into account the results of the computer

analysis of Load Case 2 for the half-scale building frame.

31

Ml., • •t.s.e W, ~·~*s[ '·llr 'Ml.. .\Jf.' r-::•.Jv ~ JJt.L-1 -·~f / .II ._....t..; _ B.05 ,£ ___ , 1\--3

@ ,,,~

1.s .-~ t (9) \. )/. ~ t .ILL ~t.l '\ .... JL-1 I a:.·· I • J ,tjo 1~ JZ -S.i nx .-:1r:t".-"'°'"llwr-r..•~a":11L.~-~~Wi·-7"!_!'--_...;!'tl~~Jl.+•'L-=LD.

~·

Fig. 3.12 The Results of Computer Analysis (I la If-Scale, Load Case I)

M (kNm), N, V (kN)

w 00

n .§" ~ w

t; ('1> en o;· :l

= 0.. n 0 :l en c; c: (°) i=. 0 :l 0 .....,

;3 ~ (r.)

'& () s· ('1> :l en

... ~ '·

2--l",

....... «!... ~ J-xzf Iii 3HS'

f

.'f

tf.l "Jil~. ·1 (f) ~ ' f H.91 « Jtlll

2

Fig. 3.13 The Results of Computer Analysis (Half-Scale, Load Case 2)

M (kNm), N, V (kN)

7

"le. ,..,,1~2

4

w \0

n =:i-

.§ & \.>)

ti (!)

;!;.

°:3 ~ a n g fJ)

q c: (') c. g 0 ...., ~ fJ) ..... Cl'.l

'8 (')

3· (!) ::i fJ)


40

M C ilN 111 J ( Load C4se 1 )

Fig. 3.14 Bending Moment Diagram for Load Case I

Chapter 3: Design and Conslruction of Test Specimens

41

""' Ill:)

"' ~ QJ,...,..L.......,..,.,..:~~...!1~.J,..~b-~~~~~-f~~_,;;~~--'~T-1~

V . N (kN1

Load Case I

Note: Figures within the paremheses represent~1xial forre, N, in kN,

others are shearing force, V. in kN.

Fig. 3.15 Shearing and Axial Force Diagram for Load Case 1


42

M <k,Nm> r Load Case 2 )

Fig. 3.16 Bending Moment Diagram for Load Case 2

43 Chapter 3: Design and Construction of Test Specimens

Y. N 1kN)

Load Case 2

Note: Figures within the parenthes~s represent ~1.\l::l forc.:e. N, in kN,

others are shearing force .. V. in kN .

Fig. 3.17 Shearing and Axial Force Diagrnm for Load Case 2

44

3.2 The Beam-Column Connections

3.2.1 General remarks


The design of connections is one of the most important steps in the precast concrete

structure. The structural performance of the precast concrete frame depends greatly on the

behaviour of these connections. A good connection combines practicality and economy with

sound design therefore requires an understanding of several factors: strength, serviceability,

production, construction and economy.

First of all, a connection must have sufficient strength to safely transfer the forces

produced by the different types of loads to its support during the life of the building.

Sometimes, the forces are caused by restraint in the connection resulting from volume

changes, particularly those caused by temperature vaiiations and shdnkage of the structure

and may be by the inadequate consideration of the effects of wind and earthquake. These

forces can weaken the connections or even may cause failure to the same. It is necessary to

consider the type, frequency and magnitude of the various loads to establish appropriate

strength reduction factors and ductility in the total structure and the connections.

Furthermore, extra reinforcement based on experience should be used so as to ensure

sufficient strength of the connection.

Second, connection ductility is very significant to the safety of the structure. Ductility

may be defined as the ability of a structure, component, or connection assembly to undergo

large deformations prior to failure. In reinforced concrete structures, ductility is usually

measured by the amount of deformation between the initial yield of the tension bar and

failure of the structure. The connection ductility is achieved by ensuring that vaiious load

transfer components such as deformed bars, wire and other inserts are adequately anchored

in concrete. Adequate anchorage in concrete will ensure that failure of the steel insert

material (yield failure) will precede failures in concrete. Connection failures resulting from

failure in concrete are typically brittle, and as a general rule, should be avoided.

Third, stability is important not only for the completed structure and components, but

also during the construction stage. Problems in precast concrete structures will be

Chapter 3: Design and Consu·uction of Test Specimens

45

minimized if proper consideration is given to stability and equilibrium. In some stmctures,

cast in-situ concrete is used to provide restraint against lateral load or torsional rotation. It is

usually better to provide permanent connections that ensure torsional stability during

construction as well as in the completed structure. Lateral forces are typically dist1ibuted to

the stabilizing components through diaphragm action of the floor and roof units. Since the

stmctural frame is erected before the topping is placed, temporary stability must be provided

and maintained until the final connections become effective. This requires a detailed analysis

and careful planning of all construction procedures to find the most economical construction

method.

In the design or connections, tolerances and clearances should be considered. Tolerance

may be defined as the permitted vaiiation from a specified dimension or quantity. Clearance

is required to accommodate tolerance and to provide space for carrying out the jointing

operation such as welding or bolting. A good connection must be designed to effectively

compensate for the tolerance of the components used dming the constmction.

In connection design, attention must be paid to the positioning of reinforcement to allow

proper casting and vibrating of concrete into the connection region. When a large number of

reinforcing bars cross each other, it may cause honeycombing of the concrete in the erection

area. Such problems can be minimized by checking the region for dimensional accuracy and

clearances during the design stage. Consideration should also be given to erection

procedures when designing precast concrete connections. Details that are best suited for

field and erection conditions may require compromise of some production considerations. If

possible, the same connection method may be used throughout a project and standardized

connections have distinct advantages. Also, the number of different sizes of field connection

hardware and types of connection material should be minimized. Constmction procedures

should also be designed so that components can be set and safely unhooked from the crane

in the shortest possible time.

In this study, the most complicated connection in the five-storey precast concrete frames

is the typical connection identified in Fig. 1.1. There are five components meeting at a


46

typical joint: a frame, two longitudinal connecting beams, one transverse connecting beam,

and a column of upper frame. In the structural system, the beam-column and column

column connections are designed to be moment-resisting joints or rigid joints to transfer all

the forces produced by the loads, to allow good load redistribution and have good ductility

and strength behaviour (Fig. 3.18). The ultimate strength of the connection should not be

less than the design strength of the connecting beams and columns. The connection ductility

• ~

' ~

11;.,,, '"' ,, "" ?. '"

l , l , l I Fig. 3.18 Structural System for the Precast Five-Storey Residential Building Frame

(Half-Scale)

Two-storey wiU1 rigid joints

and stiffness should be comparable to those of similar monolithic connections. The method

of jointing precast concrete components should be suitable for use under construction

difficulties, especially if the building is being constructed in a strong wind area.

Fmthermore, the connection should be able to absorb the tolerance and deviations produced

by the prefabrication and erection of components, allowing quick erection of the upper

structure, provide good stability to the structure during construction and have good

monolithic properties.


47

3.2.2 Selection of connection types

Connections requiring cast in-situ concrete for their completion usually provide an

excellent connection method by allowing good load redistribution. Such connections with

cast in-situ concrete are also more tolerant of components' prefabrication tolerance. With

proper design, these connections can match monolithic joints in ductility and perfo1mance.

Hence, cast in-situ concrete connections were finally chosen for the five-story precast

concrete building frame.

According to PCI (1988) and APCG (1990), two types of joints are used for the beam-

column connections and one type of joint is used for the column-column connections. The

connections are chosen which have good monolithic properties and are easy to construct.

The two connection types are designated as type 1 and type 2.

(a) Connection type I

In connection type 1 (Fig. 3.19), the beam-column connection is designed as follows:

Longitudinal bars of the frame beam are projecting from the portal frame with suitable

lengths during the prefabricating of the precast portal frame for overlapping. The connecting

beams are respectively prefabricated shorter with inclined planes at both ends while the

longitudinal bars are projected also for the overlapping with the projected longitudinal bars

form the precast frame. Ties of connecting beams are sheathed before beam erection. The - .. - -

inclined planes at the ends of the beam are precast longer at the top and shorter at the

bottom, to provide better combination of dry-packing concrete for the second pour, improve

shear resistance capacity and prevent early appearance of sheaiing cracks at the joint. When

the connecting beam is lifted to its final position, temporary props must be used, then the

beams aligned, formwork erected, ties bound with the cage, and lastly, concrete cast in-situ

to form a complete frame. In order to avoid early collapse of connections during service,

concrete with a strength of I OM Pa greater than that of the pre-existing concrete is usually

used for dry-packing concrete. After primary concrete hardening, the temporary props can

be removed, as well as the form work. In this way, the moment-resisting beam-column

Chapter 3: Design and Consu·uction of Test Specimens 48

I I

---

Fig. 3.19 Connection Type 1


49

connections are fanned.

In connection type 1, the column-column joint is also designed as a iigid joint. This type

of connection can be used when full moment transfer is desired insmall. lightlyreinforced

columns and the column usually has four main reinforcing bars at the corners. When

prefabiicated as a frame column, a small taper core is used at the bottom end of the column,

while the longitudinal bars of the column are projecting around the core. During erection,

the ties of the columns are sheathed first, then the column of the upper frame is positioned at

the top of the lower frame with the help of a crane and temporary support so that the core

will tightly withstand the top of the lower frame while the projecting bars of the column are

lapped over each olher. After alignment, the lapped bars are welded, then the crane can be

removed. The formwork is then put up and concrete filling cast in-situ. After dry-packing

concrete is hard enough, the temporary supports can be moved, formwork can be removed

and a completed rigid joint is fonned.

(b) Connection type 2

In connection type 2 (Fig. 3.20), the frame column is prefabricated with corbels

coffesponding to the connecting beam. The main frame is manufactured as a prefabricated

and cast in-situ concrete composite beam, with the upper part of the ties exposed in the air

and the depth being the same as the depth of the hollow core floor slab. The connecting

beams are prefabricated as composite beams and ties are treated the same way as for the

main frame beam. There is an angle embedded at the bottom of the connecting beam while

the main reinforcing bars are at the bottom of the beam and the first and second ties are

welded with the angle. There is a steel plate embedded at the top surface of the corbel. After

the connecting beams are aligned in the final position, welding work can be done

immediately on lhe embedded parts between the corbel and the connecting beam. Then the

hollow core slabs are positioned, the longitudinal reinforcing bars of the top beam are

passed through the ties, bound together and finally concrete cast in-situ. When the concrete

hardens, a composite beam and a moment-resisting frame joint are formed.


50

I

" 1 v I /"I /VY, ""A / / / 1/ v v , /

i : I ! I I ,_._~.1- ~ - ---~-i.-.-

[ J

Fig. 3.20 Connection Type 2


51

After the p1imary hardening of the dry-packing concrete, the column of upper frame can

be erected. The column-column connection is the same as for connection type 1. Since there

is a corbel on the frame, no temporary prop is needed during the erection and also, if the

frame is designed to be strong enough in the construction stage. As the hollow core floor

slabs are assembled first, no formwork is needed. Compared with connection type 1, the

construction and erection work of connection type 2 can be done quickly and economically.

3.3 Specimens for Connection Tests

3.3.1 General remarks

A total of six half-scale specimens were fab1icated for the connection tests, including two

monolithic specimens for the purposes of compmison and two pairs of precast specimens of

the different connection types. The overall dimensions of the specimens and details of

reinforcement are all designed according to the results of a computer analysis of the half-

scale frame structure for Load Case 2. These were done in accordance with AS 3600-1988

and Loo (1990). All the six specimens are of the same size and they have the same

reinforcement and formwork. The only difference is in the concrete strength. Because of

the limited availability of formwork, the specimens were poured in different stages. The

lengths of the connecting beams and frame columns ·were decided on the basis of the

contraflexural points of the bending moments, which were calculated from the results of

the structural analysis. Since the strong column-weak beam configuration was designed for

the structure and the frame column and main beam were poured at the same time, it follows

that the connecting beam-column connection (typical joint) is the weak point of the frame.

All the prefabrication and construction work was caffied out in the structural laboratory.

The reinforcing rnges of the six specimens were bound one by one and the concrete was

poured in three groups.

. . ,-. '-. - :• . '

Ease of construction and economy were also investigated during the prefabrication

process so as to provide recommendations regarding the behaviour of the different types of


52

connections.

Pre-mixed concrete was ordered and delivered in three separated occasions for making

the specimens. There were large differences between the strengths of the actual concrete and

the design strength. The model assembly work such as putting precast frames together,

welding the reinforcing bars, mixing dry-packing concrete, was an done manually in the

laboratory. The strength of the cast in-situ concrete was at least 10 MPa stronger than the

precast concrete strength. The specimens were assembled 28 days or more after the pouring

of the components.

3.3.2 Design of specimens

Figure 3. 21 shows the internal forces at the typical joint which were obtained from the

computer structural analysis of the half-scale frame for Load Case 2 (see Figs.3.16 and

3.17). The connecting beam, the frame, and the lower and upper columns are numbered 11,

13, 12 and 19 respectively. The sizes of the specimens are the same as the components of

the half-scale frame while the length of the beam and the column are calculated according to

the moment counterflexural point based on the design information for beams 11 and 13

(Figs.3.22 and 3.23). Because the bending moment at the end of the column is very small,

the counterflexural point of the column can be considered to he at mid-height. The calculated

length of the column is 0.5x 1350 = 675mm. The counterflexural point of the frame beam 13

and connecting beam 11 are calculated as follows.

For beam 11 (see Fig. 3.22):

®

53

@

Fig. 3.21 Internal Forces at Typical Joint

The bending moment of arbitrary section I-I

Mx=1x22.4X2+10.56-23.47X

ForMx=O

22.4X2- 46.94X+21.12 = 0

X 46.94±J 46.94 2-4x22.24x21.12 2x22.24

46.94±17.64 _ { l.44m I 44.8 - 0.65m (OK.)

For beam 13 (see Fig. 3.23):

The bending moment of arbitrary section II-II

Mx = i x23.0X2+9.44-33.32X

ForMx=O

23.0X2+18.88 - 66.64X = 0

X 66.64±J 66.64 2-4x23xl8.88 2x23.0

66.64±51.99 { 2.58 46.0 0.32m (OK!)


"'"' ~22-4'1,I IQSOl<Mn

6~ I I' (if)!, I I I I k)-6.32.w (i t 11 _Jff

l().f3/fN }---% Z3.iJ7JUI

Fig. 3.22 Analytical Model for the Beam 11

Fig. 3.23 Analytical Model for the Beam 13

Considering that beam 13 is the main beam of the frame and precast with column 12

monolithically, the weak point of the connection is beam 11 and column 19. In order to

make specimens simple and easy to construct and test, the length of frame beam 13 is

chosen to be 650mm, the same as connecting beam 11.

When the lengths of the components have been determined, the vertical load at the end of


54

the connecting beam can be calculated as follows:

v l = ~6556 = 16.25kN

V2 = 6:~~ = 14.52kN

N=261.0-14.52-16.25 = 230.2_3 kN

The Analytical model for the specimens is shown in Fig. 3.24. This gives the basic

inf 01mation for the specimen design. =230.23kN

~

Vt= 16.25~/J r-.; If/> °V2=14.52~N !:!?

<.ff>

6So

</J>

fl/=230.23~

660

'()

Fig. 3.24 Analytical Model for the Specimens

The design of the connecting beam 11 in accordance with Loo (1990) is given in the

following.

(a) Bending design:

A= 0.175x0.175 = 0.030625m2

M = 10.56kNm

V*= P1 = 16.25kN

Incorporating the reduction for the negative bending

moment (see Fig. 3.25):

M*=l0.56-16.2sx0-]ax0]a 2

= 10.56 - 16.25x0·7 ; 0·1 = 10.16kNm

fr= 25MPa, fsy = 400MPa

* Eq. 3.2.(2):y = 0.85 for fc· ~ 28 Mpa

* Eq. 3.4(5): Pt~ i~~ ~Joi) ~0.C)035

t / Critical section ~

1 for neg. moment

I

I i. 0.7a .. , . i I

I L a=O.lm L '( 1

Column face

Fig. 3.25 Reduction of Negative Moment

* The equation number used here and later in the calculations are the same as they appear in Loo (1990).


55

Eq. 3.3(6): Pal1=0.34l' f ~; =0.34x0.85x J& =0.018

If use Pt=~Pall=~x0.018=0.012 ~ Pmin, OK.

Then Eq. 3.4(3) gives

bd2= M* _ 10.16x106

q>Pt fsy(l-0.6Pt~~) - 0.8x0.012x400(1-0.6x0.012x~50) 10.16x106

6 = 3.84x0.8848 = 2·99xlO

d=J 2·9f;J06

= 130.71mm

Ast=Ptbd=0.012x130.7xl 75 = 275mm2

Choosing 3Y12, Ast= 330mm2 > 275 mm2

P = 330/ (175xl44) =0.013 <Pall= 0.018, OK!

(b) Shearing design: (From Fig. 3.26)

V* = 16.25x~~8 = 10.15kN

Using Eq. 5.2.(1), check the maximum section capacity:

Vu,max = 0.2fc'bwdo

= 0.2x25x 175x144xl0-3

= 126kN>V*

Thus D = 175mm is OK.

Eq. 5.2(4): Compute Vue:

Ast fc' bd 0

N* 6.32xl03

Eq. 5.2(6): P2 = 1 - 3.5Ag = 1 - 3.5xl 75xl 75

6.32x103

=l 107187.5 = 0·941

• A _ 2do _ 2x 144 _ < 2 Eq. 5.2(8). p 3 - av - 550 - 0.524 -

p3 = 1.0

Column

16.25

Fig. 3.26 Reduction of Shearing Force


56

v 330><25 -3 Eq. 5.2(4) Vue= 1.328 x 0.941x1.0 x 175 x 144 x 175

x144

xlO

= 31491.13x0.698xl0-3 = 21.7kN

And <pVuc = 0.7Vuc = 0.7x21.7 = 15.19kN

The minimum shear according to Eq. 5.2(14) is

Vu.min= Vuc+0.6bwdo = 21.7+0.6xl 75xl44xl0-3

= 21.7+15.2 = 36.82kN

And <j>Vu,min = 0.7xVu,min = 0.7x36.82

= 25.77kN>V* = 10.15kN

Thus, shear reinforcement is not required.

Let us choose R6 @ 50 for Lhe first 250mm from the

connection, R6 @ 100 for the next 400mm

(see Fig. 3.27). Fig. 3.27 Reinforcement for Con.Beams

From the CCAA (1991), the column 12 is designed as follows:

fc' = 25MPa, fsy = 400MPa, g = i58 = 0.6

Braced column (lateral load resisted by connecting beams).

N*= 261.0kN, M*= 2.05kNm

Check whether the column is short; Le

Calculate 'Y (see Fig. 3.28):

Assume Le= Lu =1060mm,

y = 0.3d = 0.3x200 = 60mm

~e = 1 ~80 = 17.7<25

Hence, the column is short.

Assume column reinforcement on four faces: Fig.3.28 Calculating Length of Columns

fc'=25MPa, g=0.6

3 Chait 6.1 Calculate N*/bd =

2~J0~~~~ = 7.45MPa


57

M*/bD2= 2.0Sxl06

= 0.29MPa 175x2002

Read p = ~~ = 0.01 (min.)

Ase= O.Olxl 75x200 = 350mm2

Let us choose 4Yl2, Ase= 440mm2 > 350mm2, OK!

Dete1mine the size and spacing of ties:

R6@ 15d = 15x12 = 180mm < 200mm.

Choosing R6 @50 for the first 250mm from

the connection and R6 @I 00 for another 375mm.

(see Fig. 3.29).

3.3.3 Details of specimens

200

Fig. 3.29 Reinforcement for the column

In order to make use of some ready-made ties suitable for use in the column already in

the laboratory, the size of columns were changed to 175x175mm. According to the principle

of strong column-weak beam, the size of the connecting beam had been adjusted to

170x 145mm. In order to be convenient for the prefabrication and construction of the

specimens, the size of the prefablicated connecting beams was chosen as 170x 17 5mm while

the concrete cover in the transverse direction was increased to 40mm so that the surfaces of

all the components are on the same level. All configurations were undertaken according to

AS 3600-1988 and Loo (1990) such as embedded lengths and lapped lengths of bars and

closed spacing of ties near the jointing zone.

The detailed drawings of the specimens for monolithic frames Ml and M2 are shown in

Fig. 3.30; for precast frames with connection type 1, Pl and P2, in Fig. 3.31 and for

precast frames with connection type 2, P3 and P4, in Fig. 3.32.


58

I I - -~l'

I I t I I

I ~I

I~ I I ~

I I

~ ~L. I ~ ms i Ttf s

210 •. I ! IK vo .~zs 400 I --11 1 z llbti>IOO lK~ I l I 1 K~ l ll6~~ 3 1 ..__ ~ I

I '

"'' ~I ~~ A P"® I I i I~ I·

... ', ~ ~

~ I r •' i I ' I I I - 1~~

.,.-- I I ' '""' , I

I iz \ ~~ ! i i i i-•

~ i

\ fsz Twbc '~

I I

f 3

~~ ~ ~

·--- ~

I I ~

~~T -I 1

I= ~o !62.5 KT.~ 11-? <V.~ 1~

~ . TI Rh ZR 6 .... 1

~1 R6

~ '(;:! j

~~· ZllfO L

l ,

f-1 2-2 J-3

Fig. 3.30 Detail Drawing of Monolithic Specimens M 1, M2

I I I

@

50l5

ilYIZ

\c\ \ \ " ; ' ' ~ : '. , I ' \ .... ~ :· \ ~I :::i.

~6 '. . I

~ !

.! 11 ·-· 1 l I ~ z~M

. 17~ ' ~ ..

1-1


59

~ 1 l 'MIMi I ~~50 I ~111 1

I

2/ifO t I I . I 11 I • I L 7' ' l ~40 ~tr 1:1 ' '~ "

2-2

~

~,e>~v 1 I

~ I ;1 ,

I ••

12

f~O

40 , 7, ! I~ , '£ 4/' , .

I . l t75 i 3-3

Fig. 3.31 Detail Drawing of Precast Specimens PI, P2 (Connection Type I)


60

r-1 I

-~~ 1 1

e 1 ~ !). ' 7'6

~ I I . I I ~

~~ L . L.

la: ~ ff 4l>O . ~ 150

11 I

•.£11 .n.~ hnLJ

~~- 12 r~ 1.1.oi.w .

l ~ e>5D I f3R~IJO 1 : S;)I--

" :II . It- ji! '

!

, .:ir 'n' , ...... "

- ~~

~ ill I :" ' [\ I

.... '

IA~

~ ~ .... I

I I'

'

is,~·~ 12 ~~~~ I I ~ I

~ I

I I

\ mra·..--a g

=

I ' ~

3 ~~¥ § ~ 'ii '

a ~ ~ ·llr--

i ! I

-. ~ 1 T . ... ----... .,,, . 8751 lr.D .aJ.5 11'71. 51.l. i; ~

l ,

R/, TI ;:::::;t:! . I

1-1 2-2 J-3

Fig. 3.32 Detail Drawing of Precast Specim~ns P3. P4 (Connection Type 2)

Clrnpter 3: Design and Construction of Test Specimens

61

3.4 Prefabrication and Construction of Specimens

3. 4. 1 Formwork and reinforcement work

The formwork for the specimens was manufactured from timber board. The bottom

board was about 2 m x 2 m with 2 formwork crosses mounted on it horizontally (Plate 3.1).

All the corners of the formwork were strengthened by additional timber boards to keep the

vertical and horizontal levels in position when pouring the concrete. Bolts were used to join

the formwork together so that the timber board could be easily removed and cleaned for

repeated use after the hardening of the concrete. The upper parts of the ties for the precast

frame specimens P3 and P4 were required to be exposed in the air to allow for the

composite beam to be cast later. But it would be very difficult to pour and compact the

concrete on the wedge or the precast column. Thcn.~forc, all items of the formwork for

precast frames P3 and P4 and precast columns were manufactured in such a way that they

allow the form work to stund on the ground for pouring the concrete vertically.

Pl ale. 3.1 A Pair of Fonnwork Bones and Reinforcing Cages

There were three types of reinforcing bars used for the specimens, deformed bar Y 12


62

and plain bars R lO and R6. All the reinforcing bars were ordered from a local supplier in

Wollongong. Four samples of deformed bars Y 12 were prepared for the tension test to

determine the yield strength. From the results of the tension tests (Fig. 3.33, Tables 3.1 and

3.2), the average yield strength of bar Yl2 was found to be 440MPa and the average

Young's Modulus was found as 214 ,OOOMPa. These results were used in the later

calculations for predicting the maximum load capacity of the connecting beams during the

testing of specimens.

When cutting and bending the reinforcing bars, all configurations and details such as the

diameter of bending curve, the length of the hook and the lapping length were all based on

the Australian Standards and recommendation made by Loo (1990). Once the bars had been

-------'- . ------• -· • • . - . • . ·- . .. r

..._____: __________ _;_ _ ____;_:__

-~---- -·-··-· ·--·- ·-· ·-- --------- ·-- ---- -----'"'----'"'_;_ ____ ----· - ·· - · --- - --------- ----· - - -

- -------------------------- --gJ . . .

L--· -. ----------- 6'1--------'"'..=.:...;__:;__;,:_;_ _ _;_ __

.=::::.:~ ---=- ··-·- -- -- . - . ~-=- - ·~ -=----~-~. - :.--: --- --------- ----·· . - - -

o---~---"'....,.._ __ ~--~---~.15~-~---11J11 So.Jflfle cl>

/QI

Mw--~------'"':. · · ~--~---- ~- ~ _"---~ -~: ....

--------- ---- --- ---- -- -------- - - - .

---- -- -- --· ----ZJI.-----_;_;:...;_~------- - - ---=------------------------------------ ------ ---- - -

---------'"'----'"'----'"'----· .. .

.1--...,-----_.,,.,-__,.~__...__~---~"1 IO ZJ JD 40 !IO 6f)

Sample c2;

--- - ---- - . - ---- - . .. . -

. .. ...... . --51 ···- - .. -- -- ... - ·- ···-- :- -- - ··· ·- - . - ·

.~f~------~------- -- --~-----------~--

---~~- ___ ::....;. ___ .:.:.:.: ___ ~_ ~--~~--. , ________ . -. -.- . -----~~-~-:: .

- - --------'"'---__; .. , - _. __ . ----------· - --- -- ·->- · - ··------------ ·-- - -------------------- -· - -·

;!)#---------~-------

---------o'---~~___,-----,Jt>~---,_,=-=--~50-=-----:"60&:-mm o --- ----.~

RJ 6t'J

Sa.Ktplt (°S)

Fig.3.33 Test Results of the Tension Steel Bars (Y 12)


63

Table. 3.1 Test Data of Tension Steel Bars (I)

Name of Yield Yield Yield Max. Max. Load Extension Strength Load Extension

Samples (KN) (mm) (MPa) (MP a) (mm)

Sample 1 49.0 9.75 445.5 61.37 60.00

Sample 2 48.2 9.5 438.2 59.74 61.08

Sample 3 49.0 9.8 445.5 60.62 60.04

Sample4 47.9 9.5 435.5 59.40 61.12

Note: The average yield strength of reinforcing bars is 440MPa.

Table 3.2 Test Data of Tension Steel Bars (2) -·--·

Divisions O' = .£. Name Load e=Div.x E = cr -

ofDemec 0.81xl0-5 A s £ Es Aver. of Es

Samples (kN) Dail Gauge 00-5) (MPa) (MPa) (MPa) (MPa)

9.82 55 44.55 89.27 200382

19.71 108 87.48 179.18 204824 Sample

201891 I

3 30.0 165 133.65 272.73 204063

' 39.40 223 180.63 358.18 198295

214000 I

10.4 49 39.69 94.55 238209

1 20.1 98 79.38 182.73 230197

Sample 226097

4 30.0 153 123.93 272.73 220068

40.4 210 170.10 367.27 215914

Note: The reinforcing bar, Y l 2:A = 1 ) o >< : o -5 :....., 2), :.. ~ -400m~ .

Chapler 3: Design and Construction of Test Specimens

64

prepared and shaped, they were bound into reinforcing cages in the laboratory according to

the design requirements. There were a total of 28 strain gauges embedded in each specimen

around the connection zone in order to detect the tension and compression strain in the

reinforcing bars. The strain gauge layout for all of the specimens is shown in Fig. 3.34.

~ ~ ::! ~

(JS .z 23

l50' ::!4

~ s ~'"! ,~ ~, .' 'Y7 t... ·- ' - - I ___. ...

~ ~ ~ I. .F2l f5 1114 .f. I I~ I !~ ~ I ~

le I:: tJ I'~ rn. II 18 ... -·- I '7 ~ ~

'-~ I r~1 I 25 ~ I. ~ ~ 10 ~ ,,"'';" ~ t:::::

,jj 2l! "7 ____, ...

~7

~ ~ ,. .

I I

go ~6?..t; 1.,7..lj 87i; 1;1,z5 i f~O 1

Fig. 3.34 The Layout of Strain Gauges

Notes: (1). There are 28 points in one specimen. (2). Numbers witl1in the brackets represent su·ain gauges glued to tlle bru·s on the other side of

the connecting beam. (3). The locations of strain gauges are according to Duffani and Wight (1985).


65

The parameters of strain gauges are as follows:

Type PL-10-11;

Gauge length lOmm;

Gauge resistance 120 ± 0.30 ohms;

Gauge factor 2.07.

There were mainly five steps in sticking the strain gauges on to the reinforcing bars:

(a) Polishing of the reinforcing bar.

A file was used to level the bar surface, then sand papered to produce a fine finish.

(b) Cleaning of the bar surface.

99% pure alcohol was used to clean the bar surface.

(c) Sticking of the strain gauge.

Depending on the strain gauge layout, the correct position was marked on the bar, and

"super glue" was placed lightly on the bar surface. The strain gauge was placed on the glue,

covered with a piece of paper, and pressed in place with the rubber end of a wooden rod for

at least 10 seconds. After drying, the strain gauge was firmly glued to the bar surface.

(d) Connecting the wires.

One end of a wire was soldered to the strain gauge while the other end was left out of the

cage. The wires were numbered con-esponding to the number in the strain gauge layout, and was

tested with a Digital Multi Meter to ensure that the strain gauge working c01Tectly. A piece

of string was used to fix the wire to the cage to prevent damage during the pouring of the

concrete.

(e) Coating of the strain gauge.

Each strain gauge was coated with waterproofing preparation twice in one hour. An hour

later, it was wrapped with silicon. After drying, the strain gauge was ready

When all the strain gauges were similarly prepared, the reinforcement work was

completed.


66

3.4.2 Concrete specimen preparation

Since there were six specimens to be tested but only two sets of form work, the concrete

was cast in separate pours. For convenience in comparing the test specimens, they were cast

in three groups: (a) one monolithic frame M 1 with one precast frame Pl; (b) a second

monolithic frame M2 with one precast frame P3 and a third precast frame P2 (which was

cast without the column, as only one formwork for the column was available which had

been used for frame P3); (c) the precast frame P4. (The column of P2 was poured with

concrete mixed in the laboratory after the column of P4 had hardened). Commercial pre

mixed concrete was used in these three construction stages: the first pour, the second pour

and the third pour, each separated by one week. Because of the relatively small quantity but

high strength requirement, the dry-packing concrete was mixed in the laboratory for joining

the separated precast frame components.

Generally, in order to avoid connection failure prior to that of the structure, the strength

of the dry-packing concrete should be at the least lOMPa higher than the strength of the

precast concrete. Since large variation in strength was discovered in the commercial

concrete, from l 7MPa for the second pour to 57MPa for the first pour, there were large

differences in dry-packing concrete strengths. It varied from 27MPa to 67MPa. In order to

mix 67MPa concrete in the laboratory without shli.nkage cracking during curing, some small

cylinders were made first in small t1ial batches based on CCAA (1975) and Neville (1981)

to find a suitable mix proportion for the dry-packing concrete. The details of the specimens

and concrete strengths for the pre-mixed and laboratory prepared concrete are shown in

Table 3.3 and Table 3.4.


67

Table. 3.3 The Strength and Slump of Commercial Concrete

Name of Pouring Total Slump Days Strength No. Vol. Docket No. at

Specimens Date (mJ) (mm) Test (MP a)

1 Ml, Pl 22/07 0.2 80 47148 81 53

2 P2, M2, P3 04/08 0.3 120 47477 62 13

3 P4 13/08 0.2 100 47811 42 37

Note: The concrete was ordered from Nippy Crete Pty Ltd, Wollongong

After the concrete was poured and fully compacted, its smface was levelled and then

covered with wet hessian and plastic sheeting. The concrete was watered twice a day to

keep it moist. The formwork was removed seven days after pouring and the specimens

were hoisted by manual crane and exposed to the air for natural cming. The timber boards

of the form work were cleaned and oiled immediately after removal and then assembled for

the next pour. Three or six test cylinders were prepared at the same time as the concrete was

poured and they were then cured in a constant temperature water tank. Some of the

cylinders were tested in the compression machine 7 or 28 days after pouring to determine

the initial concrete strength. The remainder of the cylinders were tested the same day as the

specimens were tested.

Table.3.4 The Components and Strengths of Dry-Packing Concrete

Spec. Pouring Total Slump Max. W/C Water Cement Sand Vol. Agg. Ratio

Name Date (m3} Size

(mm) (mm) (%) (kg) (kg) (kg)

P3 31/08 0.04 220 10 40 9.6 24.0 26.4

Pl 01/09 0.03 55 10 35 6.4 18.3 20.1

P2 08/09 0.06 90 10 40.7 12.7 31.2 43.8

P4 08/09 0.06 90 10 40.7 12.7 31.2 43.8

Coarse Total Expected 7 Days'

Weight Strength Strength

(kg) (kg) (MPa) (MPa)

32.0 92.0 50 47.58

24.4 69.2 60 52.74

48.0 135.7 40 52.6

48.0 135.7 40 52.6

Days Strength at

at Test

Test (MPa)

43 65.0

50 78.0

30 67.0

15 60.0

°' 00

Q ::.i

'O

& v.>

v ~ rn a;· = ::.i

8. n 0 ::i tr. i:; c: (') c:. 0

= 0 ......,

~ ~ ~

~ (')

~· = tr.


69

3.4.3 Assembly of the prefahricated frame specimens

Since it was easier to use the present form work for the alignment and construction of the

specimens, all assembly work was conducted with the previous formwork as a base. The

procedures for the construction of the column-column connections of the precast frame

specimens were as described below.

(a) Positioning the column

The ties of the precast upper column were bound together with the main reinforcing bars

which stretched out from the surface of the precast frame. The upper column was inserted

into these ties. The bottom surface of the wedge core for the column was in firm contact

with the top surface of the frame while the reinforcing bars of the column were lapped over

each other for the required lengths.

(b) Alignment of the column

First the formwork was fixed in place and then the column length and verticality

adjusted. When this was completed, the lapped bars were fixed temporalily with a c-clamp.

(c) Connecting

One side of the formwork was removed and the main reinforcing bars were welded

together and the c-clamp removed. The other side of the formwork was then removed and

the remaining bars welded. The ties were put into design positions, bound with the cage,

and the rest of the strain gauges glued on. All the side formwork was replaced again. The

assembly work of the frame column was completed at this point (see the column part of

Plate. 3.2).

The construction procedures for assembling the connecting beam with the frame of

connection type l are as follows.

(a) Positioning the connecting beam

The ties were first bound around the longitudinal reinforcing bars projecting from the

side surface of the prefah1icated frame. The reinforcing bars of the connecting beam were

inserted into the ties. The longitudinal bars between the connection beam and the frame

overlapped each other.


70

Plate. 3.2 Assembly of the Column and Connecting Beam for Connection Type 1

(b) Alignment of the connecting beam

The formwork was fixed, adjusted to the length of the connecting beam and levelled.

The lapped bars were clamped temporarily with a c-clamp.

(c) Connecting

The side formwork was removed and the longitudinal bars welded together. The ties

were placed into the required positions and bound to the reinforcing cage. The remainder of

the strain gauges were glued on and the side formwork replaced. The assembly of the

connecting beam was completed at this stage (see the connecting beam part of Plate. 3.2).

The assemblage procedures for connecting the beam to the frame with connection type 2

are described below.

(a) Positioning the connecting beam

The prccast connecting beam was lifted, put on the end of the corbel, the connecting


71

beam aligned horizontally and vertically and also the beam length being adjusted. The

embedded parts were then welded together.

(b) Connecting

The top of the longitudinal bars were bound together. The required strain gauges were

glued on and the formwork assembled. The connecting beam and the frame were then

assembled (see Plate 3.3 and 3.4).

After the assembly work was completed, dry-packing concrete was poured to join the

precast components into a complete specimen. Before pouring the concrete, all the joining

surfaces of the old concrctewereroughened and wetted to improve continuity.

Plate. 3.3 Precast Frame with Connection Type 2, before Assembling


72

Plate . 3.4 Precast Frame with Connection Type 2, after Assembling

3.5 Advantages and disadvantages of the two connection types

In a real situation, all the erection and assembling work must be carried out vertically.

However, conclusions can still be made from the assembling and construction methods

used in the laboratory. The advantages and disadvantages of the two connection types can

be compared as follows.

3.5.1 Connection Lypc. l

The most obvious advantage of connection type l is less welding work. Since half-scale

specimens were made in which the connections did not provide sufficient splices, the bars

had to be welded to the available length. In a real case, if the overlapping lengths of the

tension bars are sufficient, no welding work is needed at all. That is more convenient for


73

builders working high ahove the ground.

Another advantage is that no corbel is required on the frame column. This is easier for

prefab1ication and transportation. Without the corbel, the precast frame can provide a more

beautiful outward appearance, almost the same as for a monolithically cast in-situ concrete

frame after the connecting beam is connected to the main structure.

Since the connecting beam is prefab1icated shorter, it can provide an adequate tolerance

and as such facilitates easy erection and construction.

The disadvantage or connection type 1 is that it needs more temporary prop bracing

during the erection and construction stage. Because the beam is manufactured shorter,

temporary props must be used until all assembly work has been completed and adequate

strength is attained in the dry-packing concrete. If the building is constructed in a high wind

area, a large amount of temporary bracing will be needed to maintain the stability of the

whole structure until all the connecting beams have been connected to the joints and the

complete frame is basically formed.

A second disadvantage of connection type l is that it needs plenty of fmmwork for joint

construction. Since the extended part of the connecting beam at the joint was fmmed by dry

packing concrete, the bottom and side fo1mwork must be put up first and fixed at the height.

Not only is this difficult to operate but also difficult to assemble quickly. Because a large

amount of erection bracing is required for construction using connecting beams and plenty

of timber formwork is needed, this type of connection increases the construction costs and

delays the erection period of the upper structure.

3.5.2 Connection type 2

Potter (1990) recommended the use of connection type 2 in Australia. After the frames

are in position and fixed on their pedestals, connecting beams can be erected. The beam can

be placed on the corbel, adjusted, then the embedded parts between the top of the corbel and

bottom of the connecting beam can be welded. Because the beams are all designed as

composite beams, dry-packing concrete will be poured after the precast floor slabs are


74

positioned. Since no form work is needed during construction, large amounts of timber can

be saved, which is the most obvious advantage of connection type 2. Sometimes more dry

packing concrete is needed Lo form a rigid layer on the top of precast floor slabs to provide

better monolithic properties of the whole building.

Another advantage of connection type 2 is that no temporary support is needed. The

connecting beams are prefabricated full length and can be easily hoisted on to the corbel at

the main frame column. When the angle at the bottom of the connecting beam and the plate

at the top of the corbel have been welded together, an entirely rigid frame is formed. Since

both longitudinal and transverse connecting beams can be welded in this way quickly, the

space framework can be formed effectively to resist strong wind loads dming construction.

This is beneficial in minimising crane usage and saving of erection time.

The main disadvantage of connection type 2 as compared with connection type 1 is that

more welding work is needed during construction, especially overhead welding. It is

difficult to weld overhead and ensure quality as well. Sometimes because of the effects of

high welding temperatures, some fine cracks may appear around the concrete surfaces near

the beam angle.

In addition, the corbel is relatively difficult to prefab1icate and transpmt. Slow erection is

usually needed as the composite poming must be cured before the next column is placed.

3.5.3 Comparison

After compaiing these two connection methods, some conclusions can be reached. Since

no f01mwork and temporary erection bracing and props are needed for connection type 2, it

can save both money and time. From the construction point of view, connection type 2 is

more economical, practical and has better construction properties than connection type 1.

75 Chapter: 4 Test Set-Up and Experimental Procedures

CHAPTER 4

TEST SET-UP AND EXPERIMENTAL PROCEDURES

4.1 General Remarks

The selection and the design of connections are two of the most important steps in the

design of precast concrete structures. The connections should be designed to transfer load

and provide stability while preserving the ease of construction. Continuity and ductility at the

connection are the desirable features in reinforced concrete frames in general. A good

connection of sound design combined with practicality and economy therefore requires an

understanding of several factors: strength, serviceability, production, ease of erection and

economics.

Considering these factors, two types of connection joints have been selected and designed

under a static load for a five-storey residential building made up of a precast concrete frame

system. A total of six tests were conducted on half-scale beam-column connections including

two monolithic specimens for the purpose of compaiison and two pairs of precast specimens

with different connection types. These specimens were tested to failure to investigate the

strength and deformation behaviour of precast connections at the ultimate load. The aim was

to determine whether these connections can develop a satisfactory moment-resistant beam

column connection which has adequate strength and ductility compared with the perf01mance

of similar monolithic connections. The strain behaviour in the tension bars of the connecting

beams was also determined.

4.2 Test Set-Up and Instrumentation

The loading apparatus consisted of three adjustable steel portal frames anchored to the

laboratory strong floor at 650mm spacing as shown in Fig. 4.1 and Plate 4.1. The concrete


Soddlt 3

z

MO

I - 1

Fig. 4.1 Test Set-Up

77 Chapler: 4 Test Set-Up ru1d Experimental Procedures

specimen was hoisLed vertically by manual crane toward the loading frame, then the column

was inserted into the saddle 2 which was fixed between the pedestal of the middle po11al

loading frame. The free end of the connecting beam was supported by a vertical jack

mounted on loading frame on the left through saddle 1 and interface load cell (22.7kN

capacity , model 1220-BF) which was attached to the bottom of the ENERPac jack (250kN

capacity; model RC 2510). The free end of the frame beam was connected to another

interface load cell (113.SkN capacity, model 1220-BF). It was mounted on loading frame on

the right to maintain the balance of the specimen du1ing the tests. The column was axially

loaded on the cap by another ENERPac jack ( l OOOkN) attached to the middle loading frame.

The saddles 1 and 3 at the free end of beams were fastened to the beam by a steel pin passing

through a pipe which had been embedded in the beam.

The loads were applied by the Rodgers Hydraulic System (Victor Fluid Power,

0-1786kPa) pumped to the jacks attached to the load frames. Loading machine Hottinger

Baldwin MESStechink Darmstadt was used to set the loads and load checking instrument

HBM Digital Dehnung Semesser DMD (20A) was used to check the loads. The vertical

deflection and longitudinal movement of the beams and the transverse deflection of the

columns were measured by Mitutoyo dial gauges (O.CH-20mm) at the point 2-5 (Fig. 4.1).

The vertical deflection of the connecting beam directly under the load point was measured by

a floor mounted dial gauge which has maximum travel of lOOmm at point 1 (Fig. 4.1). Dial

gauges 3 and 4 were mounted on two aluminium square tubes which were fixed horizontally

on the column of the middle portal frame, one 30mm above the beam and another 150mm

above the beam, to measure the transverse deflection of the column. Dial gauge 2 was placed

on the floor directly under the load balance point at the end frame beam to measure the

vertical deflection. Dial gauge 5 was mounted on the floor touching the side of the end of the

connecting beam to measure the longitudinal movement dming the test.

The strain associated with tension and compression of the concrete was measured by the

200mm standard distance DEMEC mechanical strain gauge (1 division= 0.8 lxlQ-5). Discs

were stuck on to the concrete surface using super glue before testing. Four points were

78 Chaplcr: 4 Tesl Set-Up and Experimental Procedures

Plate 4.1 Test Set-Up

chosen on the connecting beam. There was a small difference in the disc layout between

precast concrete frames of connection type 1 and type 2 and their c01Tesponding monolithic

specimens (Figs. 4.2 and 4.3). All the test data relating to beam and column deflections and

concrete strains were read and recorded manually after each load stage until the failure of the

specimens.

The strains in the reinforcing bars were measured by 28 electiical resistance strain gauges

which were mounccd on the bar surface before casting the specimens. The strain values were

recorded by a Hewlett Packard 3054A Automatic Data Acquisition I Control System and a

Hewlett Packard 6825A Bipolar Power Supply /Amplifier (Plate. 4.2). The strain results for

all the load stages were recorded and printed by the computer automatically.


78

Fig. 4.2 Discs Layout for Specimens Ml, Pl, P2 Fig. 4.3 Discs Layout for Specimens M2, P3, P4

. l'Jl l'll'l lli

• n a ., • • II II ft • • ., iii • •

Plate 4.2 3054A Automatic Data Acquisition/Control System


4.3 Expetimental Procedure

The deformation and strength behaviour of the connections for the precast concrete frames

were investigated and compared by testing the monolithic specimens and precast specimens

individually under static vertical load (Pb) which was increased into the inelastic range until

the connecting beam failed at the ultimate load capacity (Pu). Since the specimens were

constructed in three different concrete pours, three groups of load stages were designed

corresponding to the 28 day concrete strengths of the specimens. Tests were divided into

three groups of similar strength specimens. Precast specimen P4 was tested in advance and

the results analysed immediately to provide the necessary experience for the later tests. M2,

P2, P3 were tested in the second group and Ml and Pl were tested in the last group since

these specimens were poured on the same day and cured under the same conditions. The

cylinders made from each batch of concrete and dry-packing concrete were tested soon after

the finishing of tests to obtain a close estimate of the compressive strength.

Before the load was applied, the 3054A Automatic Data Acquisition I Control System was

checked and adjusted c01Tectly. The plugs connected to the electlical resistance strain gauges,

the reading of cable resistance, the zero point for all deflections and concrete strains and the

zero point reading of strains in the steel bars were all checked and recorded manually or

automatically by the Automatic Data Acquisition I Control System. Then the load was applied

according to the load stage step by step (Table 4.1).

First, an axial load was applied on the cap of the column which is usually 10% of the

maximum axial design strength of the column. In each test, the column load was kept

constant. Since the concrete strength from each pour is different, the loads of the columns

were not the same. All the corresponding readings of deflections and strains were considered

the zero readings for the tests. Then the vertical load was applied to the connecting beam

stage by stage, in increments of 3.0kN, until the ultimate vertical load capacity of the beam

was reached. At each stage, the strain in each of the reinforcing bars, 28 points altogether,

was recorded by the 3054A Automatic Data Acquisition /Control System. The strain in the

Table 4.1 Load Stage Design for Specimens P4, P2, M2, P3, M 1, Pl

Load for the Colmnns

Loads for the Connecting Beam Pb (KN)

~ Pc (KN)

-z. Name~

of () 1 2 3 4 5 6 7 8 9 10 11 Specimens

P4 100 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0

P2 100 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0

M2 85 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0

P3 85 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0

Ml 150 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0

Pl 150 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0

12 13 14

36.0 39.0 42.0

36.0 39.0 42.0

36.0 39.0 42.0

36.0 39.0 42.0

36.0 39.0 42.0

15 16

45.0 48.0

45.0

45.0

45.0

00 .....

(') 0-

~ (b :: +:>.

~ en ..... (/) ~

~ =: c. ~

"O ~ §' ~ :::::: §. ~ d

8. c: d en

Table 4.2 Details of Specimens

Properties of Beams

Name Type Connecting Beams Fmme Beams

Reinforcement Spacing Reinforcement of of

of Top Bottom Top Bottom

Spec. Con nee. Tics

Area f y Area fy' Area Area f y' (mm) f y

( m.m.2) (MPa) ( m.m.2) (MPa) ( m.m.2) (MPa) (mm2) (MPa)

Ml Mono. 330 440 160 250 50/100 330 440 160 250

M2 Mono. 330 440 160 250 50/100 330 440 160 250

Pl 1 330 440 160 250 50/IOC 330 440 i60 250

'

P2 1 330 440 160 250 50/100 330 440 160 250

P3 2 330 440 160 250 50/100 330 440 160 250

P4 2 330 440 160 250 50/100 330 440 160 250

Column. Reinforcement

Spacing Cover-

ing Area f y of

Tics ( am.2) (MPa)

(mm) (mm)

50/1()( 27 440 440

50/IOC 27 440 440

50/1()( 27 440 440

50/100 27 440 440

50/100 27 440 440

50/100 27 440 440

Com me-rcial

Concrcre Spacing

of Strength

Tics

(MPa) (mm)

50/l()( 53

50/1()( 13

50/1()( 53

50/100 13

50/100 13

50/100 37

Dry-Packing

Concrete

Strength

(MPa)

-

-

78

67

65

60

00 N

Q _, ~ "g (!)

:: .,.. ~ ;!;

CIJ (!)

7 c:::

"O

s 0.

tT1 ><

"O ~ §' (!)

:::: §.

3° (") (!) 0. c: @ V>


concrete was measured by a DEMEC mechanical strain gauge meter, read and recorded

manually and the deflection of the beams was measured by the Mitutoyo dial gauge

manually.

Values of yield strength for tension bars, ties and maximum compressive strength of

concrete used in the computation of maximum vertical load capacity of the connecting beams,

were all obtained from the tension tests of the reinforcing bars and compression tests of the

concrete cylinders respectively. The theoretical maximum load capacity of the beam was

calculated based on the hypothesis that this is the . strength at which the maximum

compressive strain of concrete has a value of O.Cl03. All details of test specimens are

presented in Table 4.2.

At each load stage, the load was temporarily stopped to allow visual inspection of any

crack pattern present. Cracks were observed and marked on the front and top surface of the

specimens indicating the corresponding load stage. Loading was continued until the failure of

the specimens occurred which was defined as a marked increase in the end beam deflection

accompanied by a maximum vertical load capacity of the beam. Also, folly developed cracks

at the top of the beam and the appearance of concrete spalling at the bottom of the connecting

beams could be detected.

84 Chapter 5: Experimental Results and Discussion

CHAPTER 5

PRESENTATION AND DISCUSSION OF EXPERIMENTAL RESULTS

5.1 General Remarks

During the tests, the deflections of the beams and the concrete strains were measured by

dial gauges and strain gauges, read and recorded manually at each stage. The strains in the

reinforcing bars were measured and printed out automatically by the computer-controlled

system. The cracks were marked with a marking pen after each loading stage, and the crack

patterns photographed for subsequent study after the failure of the connecting beams. After

the tests, these data were analysed and normalised to simpler forms. From the data, load

defmmation curves for the connecting beams and load-strain curves for the reinforcing bars

were drawn and the load stages corresponding to the initial cracking of the beam and the

initial yield of the tension bars were detennined approximately. Further, comparisons are

made between the connecting beams of the monolithic frame and the precast frames; these

include the strength and deformation behaviour, ultimate load capacity, ductility,

construction properties and crack features. From these compaiisons, useful conclusions are

drawn. The test results also indicate that the two connections in the precast concrete frames

developed adequate strength, stiffness and ductility; they can be safely used in the design

and constrnction of precast concrete structures.

5.2 Test Data

For the tests of all the six specimens, the positions of the strain gauges on the

reinforcing bars, the positions of the dial gauges for deflection measurements of the beams

and columns and the positions of the discs used to measure the strains in the concrete were

kept the same for each test (see Fig. 3.34 and Figs.4.1 to 4.3). Also, the methods used in

recording the test data were the same. Table A3.1 shows the original test data for the beam

85 Chapler 5: Expelimental Results and Discussion

and column deflections and the concrete strains recorded manually for the precast frame P4

and Table A3.2 contains the original test data of strains in the reinforcing bars recorded

automatically by the computer for the specimen P4 (see Appendix 3). After analyses of the

original test data, two problems were found and dealt with subsequently. One was that the

measuring distance of 50mm for the DEMEC ' mechanical strain gauge was so small that

changes in concrete strain were not obvious. Another prohlem was that the longitudinal

movement in the connecting beam was ignored. Therefore, a DEMEC mechanical strain

gauge having a measuring distance of 200mm was used for the later experiments to

measure the concrete strain with greater sensitivity; dial gauge No. 5 was added to measure

the longitudinal movement of the connecting heams (see Fig. 4.1). The data of longitudinal

movement in the connecting beams was used for the comparisons of ductility of the

specimens between the precast frames and the con-esponding monolithic frames.

From the original test data, the normalised load-defonnation test data and load-strain test

data for specimen P4 have been summarized. Because the strains in the compression bars

and reinforcing ties were all very small-far below their yield strengths, only the strains of

the tension bars in the connecting beams (Fig. 3.34, electric strain gauges 1-5) were

provided in the load-strain test data form for the investigation of the strength behaviour of

the connections. Tahle A3.3 and Table A3.4 show the normalised test data for the precast

frame specimen P4 (sec Appendix 3).

For all of the original test data, load stage 0 is defined as the axial load first applied to

the column and kept constant, while the vertical load at the connecting beam is zero. For all

the normalised test data, load stage 0 was used instead of load stage 1, which has the same

meaning as the original test data, and all the data in load stage 1 was referred to zero for

convenient comparisons of the curves.

Test data were recorded and treated similarly for tl1e rest of the specimens .. Tables A3.5

to A3.16 (see Appendix 3) show the original test data and the normalised test data for

specimens P2, M2 and P3; Tables A3.17 to A3.24 (see Appendix 3) present the original

test data and the normalised test data for specimens Ml and Pl.


5.3 Test Results

5.3.1 Strengths or the connections

From the tests, the ultimate load Pu of the connecting beam for each specimen can be

obtained. Comparing precast frames with the monolithic frames in the same test group, the

ultimate load capacities of the precast concrete specimens were all greater than those for the

monolithic concrete specimens. This was mainly due to the strength of the dry-packing

concrete being much greater than the strength of the components and sometimes the

welding of the reinforcing bars can both strengthen the steel cage and improve the load

capacity of the connecting beams.

In order to further study the strength of the connections, the theoretical maximum load

Pmax for the connecting beams was calculated for the comparison of the ultimate loads of

the specimens based on the concrete strength of the components and dry-packing concrete.

The Pmax for each specimen were computed as follows (according to Loo, 1990. ):

(a) Specimen Ml

b = 175mm, d = 170 - 27 = 143mm, Asy = 440mm2, fc' = 53MPa,

fsy = 440MPa, L = 0.5625m

Eq. 3.2 (2) 'Y = 0.85 - 0.0()7 x (53-28) = 0.675

600 600 - 600 - 0 8 Eq. 3·3 C4) kun = 600+fsy = 600+440 - 1040 - ·5

Eq. 3.3 cs) Pn = o.85tf:; kuB = o.ssxs34~·S7sxo.s8 = 0_040

Pt= 440 440 = 0.0176:;; PD bd l 75xl43

(Under-reinforced), Tension Failure.

, Ast fsy Eq. 3.3 (11) M =Mu= Ast fsy d ( 1-0.6x bd x fc' )

= 440 x 440 x 143 ( 1 - 0.6 x 0.0176 x 4t~) ) = 27.685 x 106x (1 - 0.0877)

= 25.26 x l 06Nmm

87 ChapLer 5: Experimental Results <md Discussion

= 25 .26 kNm

Pmax =Mu= 25 ·26 = 44 9kN L 0.5625 .

p~l~x = 4!<_>9 = 0.891

(b) Specimen M2

b = 175mm, d = 143mm, Asy = 440mm2, fc' = 13MPa, fsy = 440MPa,

L = 0.5625m, y = 0.85

Eq 3 3 (5) PB= 0.85 fc'y :kuB = 0.85xl3x0.85x0.85 . . ~ fsy 440

= 0.CH24

Pt= 0.0176 >PB = 0.0124

(Over-reinforced), Compression Failure.

Eq. 3.3 (15) a= Jµ2+ ~tyd -µ

Eq. 3.3 (16) µ = 600 P~ c,I = 600x0.0176x143 = 136_66 0.85 tc 0.85x13

a _ J 136.662 + 4x136.66x0.85x143 - 136.66 - 2

= 291.75 "2 136.66 = 77_55mm

Eq. 3.3 (8) Mu= 0.85 fc ' ab ( d- 2-) = 0.85xl3x77.55x175x ( 143 - 7;·5 ) x 10-6

= 0.15x 106x104.23xl0-6

= 15.635 kNm

Pmax _Mu_ 15.635 = 27 SkN - L - 0.5625 .

Pu = } 7 = 0.971 Pmax _7.8

(c) Specimen Pl

fc"= 78MPa (dry-packing concrete), and other data are the same as for Ml.

http://0-85xl3xO.85xO.85

88

Eq. 3.3 (2) 'Y = 0.85 - CU>07 x (78-28) = 0.5

Eq. 3.3 (5) PD= 0.85x7~4i·Sx0.58 = 0.0487

Pt= 0.0176 <Pb= 0.0487

(Under-Reinforced), Tension Failure.

A fsy Eq. 3.3 (11) Mu= Ast fsy d ( 1 - 0.6 b~t x fc" )

Chapter 5: Experimental Results and Discussion

= 440 x 440 x 143 ( 1 - 0.6 x 0.176 x ~~) )

=27 .685 x 0.9404 = 26.04 kN

Pmax = Mu = 26·04 = 46 29kN L 0.5625 .

Pu _ 42 -() 907 Pmax - 46.29 - ·

(d) Specimen P2

fc"= 67MPa (dry-packing concrete), the rest of the data are the same as for M2.

Eq.3.3 (2) 'Y = 0.85 - O.C>07 x (67-28)

=0.85 - 0.273 = 0.577

Eq. 3.3 (5) PD= 0.85x67~~·677x0.58 = O.C>433

Pt= 0.0176 <PD= 0.0433

(Under-Reinforced), Tension Failure .

. · . Ast fsy Eq. 3.3 (11) Mu= Ast 1sy d ( 1 - 0.6 bd x fc" )

= 440 x 440 x 143 c 1-0.6 x 0.116 x ~~o)

=27 .685 x 0.93065

=25.765kN

Plnax Mu _ 25.765 _ 45 8kN = T - o.5625 - ·

Pu = 43 = o 919 Pmax 45.8 · ·

(e) Specimen P3.

All data were Lhc same as for M2, except for L, since the corbel reduces the


suspended length of the connecting beam.

L = 0.5625 - CLO 12 = 0.4425m (0.012m is the width of the angle).

From (b), Mu= 15.635kN.m,

(Over-Reinforced), Compression Failure.

Pmax =Mu= 15·635 - 35 33kN L 0.4425 - .

Pu _ 43 Pmax - 35.33 = 1.22

(t) Specimen P4

b = 175mm, d = 143mm, Asy = 44Chnm2, fc' = 37MPa,

fc"= 60MPa (dry-packing concrete), L = 0.5625 - 0.012 = 0.4425m

Eq. 3.2.(2) 'Y = 0.85 - CL007 x (37-28)

= 0.85 - 0.063 = 0.787

Eq. 3.3 (5) PB= 0.85x37~~·J87x0.58 = 0_0326

Pt= 0.0176 <Pb= 0.0326

(Under-Reinforced), Tension Failure.

E 3 3 ( _ · . Ast fsy q. . 11) Mu -Ast tsy d ( 1-0.6 bd x fc")

=440 x 440 x 143 ( 1-0.6 x 0.176 x ~~o)

= 27.685 xl06 x 0.8744 = 24.2lkN

Pu = 50 = 0 914 Pmax 54.71 ·

All the data for the test and computed ultimate loads for the connecting beams of each

specimen are given in Table 5.1 (see page 97).

Because of the favour~blet. curing conditions for the cylinders (the curing conditions

for the test cylinders were different from those of the specimens), the concrete strengths


indicated by the cylinc.ler.s were usually a little greater than those of the test specimens.

Therefore, the ratio of Pu/Pmax was less than 1.0 except for specimen P3. However, this

ratio clearly gives an idea as to the load capacity of the connections for the precast concrete

frame specimens.

The load-strain curve of the tension steel bars in the connecting beams can be drawn

from the nonnalised load-strain test data for each of the specimens. Figs. A4.l to A4.6 (see

Appendix 4) show the load-strain curves for these specimens. These curves demonstrate

that the strain behaviour of the tension bars during the tests, and the load-strain curve of the

tensioning steel used in precast concrete are very similar to those for the monolithic

specimens.

Three stages exist in the load-strain curves of tension steel bars (except M2, because of

the very low strength of concrete and the occmTence of early cracking in concrete):

(a) before the first cracks appear in the concrete, the load-strain curve of tension bars is

linearly elastic ;

(b) between the appearance of the first crack in the concrete and initial yielding of tension

bars, the load-strain curve is nonlinear; and

(c) after the initial yielding of tension steel until the first spalling of the concrete, the load

strain curve is approximately a horizontal straight line, indicating that the load remained

almost the same while the strain in the tension bars still went on increasing.

From the tension tests of the steel bars, the average yield strength of Y 12 bars was

440MPa and the average yield strain of tension steel bars was2056'xI0-6.

The load-strain curves also indicate that the tension bars at different sections in the

connection zone yielded differently.


5.3.2 Defonnation behaviour of connections

From the load-deformation test data of each specimen, load-deformation curves can be

drawn (in accordance with Park and Paulay, 1975) as shown in Figs.A4.7 to A4.12 (see

Appendix 4). For the comparison of the connection performance of the precast frames with

that of the monolithic frames, all the load-deformation curves are presented on the same

axes as shown in Fig. 5.1. The strengths of the concrete components and of the dry

packing concrete are indicated in the brackets, while the connection type used in the precast

frame is marked beside it. The load-deformation curve can be divided into three stages in

the same manner as for the load-strain curve for the tension steel bars:

(a) before the first cracking in the concrete appeared, the beam deformed elastically and the

load-defonnation curve therefore is approximately linear;

(b) between the appearance of the first crack in the concrete and initial yielding of tension

steel, the load-deformation curve is nonlinear but the increase in deflections are still nearly

proportional to the increasing load; and

(c) after initial yielding of the tension bars until the first crushing of concrete, the load

increased slowly while the con-esponding deflection increased quickly. At the ultimate load,

the load cannot be increased but the deflection still increased. The load-defmmation curve at

this stage is almost a horizontal line and remains so until failure of the connecting beam

occurred.

From a broad look at these load-deformation curves, the curves for the precast frames

seem to be very similar Lo those for the monolithic frames. However, after comparing these

curves in detail, some differences can be identified as follows.

(a) Compaiisons between specimens P2 and P3 and monolithic specimen M2

Although these specimens had the same concrete strength of 13MPa for the components,

the strength of the dry-packing concrete was much higher: 67MPa for P2 and 65MPa for

P3. For this reason the ultimate load capacities of P2 and P3 were much greater than that of

M2 and no prior failure in the connections occun-ed. Moreover, the load-deformation curve

Load(KN)GO..--~--~~y--~-.-~~--~--~---..--~--~---~~--~----

50 ~ a /P4 (37, 60) <II>

~ --- (SJ, 78) <I>

Pl I \ MI (SJ) •

40 t- 1 ../ __.....-- P2 ( 13, 67) I

<I>

Pc

30 ~ [{fl/ M2 (13)

Pb

20 ~ !ff/ l ~

10

ou-~~.__~__..__~__.~~_._~~--~~--~~....._~~.__~__.~~--

o 1 0 20 30 40 50

Fig. 5.1 Load-Deformation Curve for Ml, M2, Pl, P2, P3, P4

I a Ml

I • Ml

• Pl

• P2

• P3

a P4

Def. (mm)

'° N

g .g ~ .., Vo

w ;><

£. s g §_

~ c: ~ e: 0. 9. "' (") c: Vl r.r. c;· :;I


was different for the different connection types in the precast specimens. It is obvious that

the ultimate load capacity of connection type 2 was greater than that of connection type 1

but the deformation for the same was smaller than that of type 1. Hence, the load

deformation curves indicated that precast specimen P3 was more rigid compared to the

monolithic specimen M2 while P2 was more ductile than M2.

(b) Compa1ison hetween specimen Pl and monolithic specimen Ml

The concrete strength of these two components was 53MPa and the dry-packing

concrete strength was 78MPa which was 25MPa greater than the strength of the

components. The load-deformation curves of these two specimens are very similar while

the curve for Pl is completely contained within the curve for Ml. This means that there was

enough strength and load capacity in the precast frame and no prior failure occurred in the

connection. The ductility of precast frame was better than that of the monolithic frame. This

verifies the safety of the application of the connections for use in precast building frames.

Cc) Precast concrete specimen P4

The concrete strength of the components was 37MPa while the strength of the dry

packing concrete was 60MPa. Because of good connection behaviour and relatively suitable

concrete strength for both the components and the dry-packing concrete, the ultimate load

capacity of the precast specimen P4 was the highest of all of the specimens. In addition, it

has good ductility and stiffness. The load-deformation curve appears to be excellent.

Ductility is a very important consideration in the construction of precast concrete

connections. With good ductility, a connection can he capable of inelastically dissipating

significant amounts of energy and can have the desirable moment redistribution

characteristics. If ductility factor is defined as the ratio of the ultimate ve1tical deflection at

failure to the deflection at the initial yield of the tension steel (Pillai and Kirk, 1981), the

ductility of all of the specimens can be calculated approximately as follows.

(a) Specimen P4

From Table A3.3 Ultimate Deflection ~u = 28.89mm

Dcllection at the initial yield ~fy =6.03 mm

(b) Specimen P2

From Table A3. 11

(c) Specimen M2


Ductility= Au = 28.89 = 4 79 Afy 6.03 ·

Ultimate Defle.ction Au= 44.40mm

Deflection at the initial yield ilfy = 7 . 5 2 mm

Ductility = Au = 44._5_ = s 9? Afy '.7. 5 2 - . - -

From Table A3.13 Ultimate Defle.ction ilu = 23.876mm

(d) Specimen P3

From Table A3. l 5

(e) Specimen M 1

From Table A3.21

(f) Specimen Pl

From Table A3.23

Deflection at the initial yield ilfy = 10.084mm

Ductility= k = 23.876 = 2.37 Afy 10.084

Ultimate Defle.ction Au = 20.65mm

Deflection at the initial yield ilfy = 9.55mm

Ductility= Au = 20.65 =2.16 Afy 9.55

Ultimate Defle.ction Au = 28.423mm

Deflection at the initial yield ilfy = 5. 00 mm

Ductility= Au = 28.423 =5.68 Afy 5.00

Ultimate Defle.ction Au= 26.72lmm

Deflection at the initial yield ilfy = 3.99 mm


Ductility= Au = 26.721 = 6 70 Afy 3.99 .

Sometimes the ultimate strain of concrete used in the components of the connecting

beam and the rotation or the end beam can also reflect the ductile behaviour of the precast

frame connections.The larger the ultimate strain of the concrete in compression and the

larger the rotation of end beam, the better the ductility of the connections. The computations

of these two factors for different specimens (except P4, since dial gauge 5 was ignored) are

as follows.

(a) Specimen P2

From Table A3.5

From Table A3. l l

(b) Specimen M2

From Table A3.7

From Table A3. l 3

(c) Specimen P3

From Table A3.9

From Table A3. l 5

Ultimate strain of concrete in compression: 552 divisions (point 1)

Ultimate longitudinal movement.L\H = 4.06mm

Ultimate Vertical Deflection .L\u = 44.4mm

£cu= 552 X l0-6 X 8.1 = 0.00447

e = arctan: = arctan !2.~ =5.22°


Ultimate longitudinal movement .L\H = l.39mm


£cu= 223 X 10-6x 8.1=0.00181

e = arctan: = arctan 213~J'8 =3.33°

Ultimata Strain of concrete in compression: 248 divisions (point 1)

Ultimate longitudinal movement .L\H= 1.56mm


£t:u= 248 x 10-6x 8.1=0.00201

(d) Specimen Ml

From Table A3.17

From Table A3.21

(e) Specimen Pl



Ultimate longitudinal movement &I= 4.54mm

Ultimate Vertical Deflection ilu = 28.423mm

Ecu = 230 x 10-6x 8.1=0.00187

0 = arctan i~ = arctan 2~:~i3 =9.08°

From Table A3.19 Ultimate strain of concrete in compression: 285 divisions (point 1)

Ultimate longitudinal movement LlH = 5.3 lmm

From table A3.23 Ultimate Vertical Deflection ilu = 26.721mm

Ecu = 285 X l0-6 X 8.1 = 0.00231

0 = arctan i~ = arctan 2~:~i 1 =11.24°

All these quantities, including the ratio of balanced steel to the steel of connecting beam,

are presented in Table 5.1.


Table. 5.1 Test Results for the Specimens

' Ulti- Theor- Ductility Ultimate

Name Concrete Strength Com pre-of mate e.tical. PB/Pt and ssive

Speci- (MPa) Load Max. 1

Pu/Pmax Beam End Strain mens. Pu Load Pt=l.76% Rotation in

(KN) (KN) (radian) Concrete

(60-37 = 23MPa) -

60MPa 50.0 54.71 0.914 1.85 4,_79 P4

'\. -~-I

(Under-

\37MPa Reinf.) -

(67-13 = 54MPa) -42.0 45.8 0.939 2.46 5.9Z 0.00447

P2 I /~ ' J (Under Reinf.) 5.22

I u \ 67MPa 13MPa

-27.0 27.8 0.971 0.71 2.37 0.00181

M2 I I (Over-.

J \ 13MPa . Rcinf.) 3.33

(65-13 = S2MPa) -I 43.0 35.33 1.22 0.71 2.16 0.00201 65MPll_

(Over-P3

~ . I Rcinf.) 4.32 \ 13MPa

-40.0 44.9 0.891 2.27 5.68' 0.00187

Ml I I . (Under-u 's3MPa Rcinf.) 9.08

(78-53 = 25MPa) -42.0 46.29 0.907 2.72 6.70 0.00231

Pl I /I ' I (Under-Rcinf.) · 11.24

I J \ 7srvn>a · 53MPa


5.3.3 Crack behaviour and failure modes of connections

At each load stage, the loading was temporarily stopped to allow visual inspection of the

crack patterns. Cracks were observed and marked on the front and top surface of the

connecting beams indicating the corresponding load stages. This procedure was maintained

until failure of the specimens occurred. The crack patterns of all of the specimens are

shown in Plates 5.1 to 5.6 and Figs. 5.2 to 5.7. The crack behaviour and failure modes of

each of the specimens are described, compared and analysed in the following paragraphs.

Ca) Specimen P4

This was a precast concrete frame with connection type 2. It was a tension failure.

Because of the use of corbel, the length of cantilever beam was reduced and the moment

resisting capacity of the connection increased. The first crack in the concrete appeared when

the vertical load was 24.0% of the ultimate load, Pu. The first crack in this case appeared

later than for any other specimens. With the increase of the applied loads, more cracks

appeared and were well distributed along the tension zone of the concrete. The principal

tension crack was at the front of the corbel edge close to the angle which was embedded at

the bottom of the connecting beam. Four load stages later, a second principal tension crack

appeared outside of the first one. When the load was increased to 84. 0% of Pu, the tension

steel at the first principal crack yielded. The load-strain curve of P4 (Fig. A4.1) clearly

shows that the tension bars all yielded earlier or later in the connection zone. At the ultimate

load, there was only a small amount of crushing in the concrete at the bottom of the

connecting beam at the side of the angle signifying the failure of the beam. The embedded

steel, angle and welded joints were all intact. The crack pattern of specimen P4 is shown in

Fig. 5.2 and Plate 5.1.


<O

Fig.5.2 Crack Pattern for P4

Plate 5.1 Crack Pattern for P4


(b) Specimen P2

P2 was a precast concrete frame with connection type 1. Tension failure occurred. When

the applied load was 14.2% of the ultimate load, the first crack appeared at the root of the

connecting beam. Because the new and old concrete met at the root of the beam and the

bending moment is maximum at that point, the root section was the weakest in the

connection. Since the strength of the dry-packing concrete was much greater than the

strength of the components, more cracking occurred outside the connection part as the test

progressed. When the load reached to 71.4% of Pu, the steel bars at the root of the beam

yielded. From then onwards, the width of the first principal crack widened very rapidly.

Although the vertical deflection of the connecting beam increased quickly under the load,

the tension steel at the connection part (except at the first crack) was far from yielding and

the beam was still capable of supporting loads and undergoing deformations. Because of

the low strength of the components (13MPa) and high strength of the dry-packing concrete

(67MPa) and the lap welding of steel bars at the bottom of the beam, the compression

capacity of the beam was increased and the compressive strain of the concrete in specimen

P2 was very high. The crushing failure of concrete occurred at the front of the beam end

and extended to the core zone of the column. This was totally different from the monolithic

specimen M2. In fact the ductility behaviour of P2 was much better than that of M2 and the

load-deformation curve after the initial yielding of the tension steel extended over a much

longer range. The crack pattern of P2 and M2 are shown in Figs. 5.3 and 5.4 and Plates

5.2 and 5.3.


Fig. 5.3 Crack Pattern for P2

Plate 5. 2 Crack Pattern for P2


Fig. 5. 4 Crack Pattern for M2

- ,.

Plate 5. 3 Crack Pattern for M2


Because of the tension failure and the fact that the weak section of the old and new

concrete met at the maximum moment area, the principal cracks for the precast frame P2

developed early and the initial yielding of the tension steel occurred earlier compared with

that for the monolithic frame M2. In addition to that, the maximum width of the principal

crack at the root of the beam reached 6.0mm at failure which was much greater than that for crack

M2. Since the tension failure, largeprincipal A developed at the interface between the

precast and dry-packing concrete, the compressive stress block in concrete was not fully

developed. These are the main reasons for the ultimate load being less than the theoretical

maximum load and the load-deformation curves indicating P2 to be weaker than M2.

(c) Specimen P3

P3 was a precast concrete frame with connection type 2 but failed in compression

because of the low concrete strength of the component in the compression zone of the

connecting beam. P3 was in the same test group as P2 and M2 and its ultimate load capacity

was the highest in the group.

When the applied load reached 20.1 % of the ultimate load, the first crack appeared in the

concrete. In the composite beam of P3, the major part of the concrete in tension was of the

dry-packing concrete and as the existence of a corbel reduced the length of cantilever beam,

the first crack in the concrete appeared much later than in the monolithic frame M2 ( 11.1 %

of the ultimate load) and later than in P2 (14.2% of the ultimate load) as well. This indicated

good moment redistribution ability and practicality of connection type 2. With the increase

of load, more cracks appeared which were well-distributed in the beam. The principal crack

appeared at the top of the angle which was em bedded on the surface of the corbel. There

was only one principal crack in P3 differing from P4. Because of compression failure and

good moment redistribution ability, the ultimate load capacity of P3 is greater than the

theoretical maximum load. The crack pattern of P3 is shown in Fig. 5.5 and Plate 5.4.


Fig. 5.5 Crack Pattern for P3

Plate 5 .4 Crack Pattern for P3


Because of over-reinforcing and the occurrence of compression failure, the initial

yieldingonhetension:steelin thelocationof theprincipal crack occured relatively late when the

load reached 90. 7% of the ultimate load. As a result, the third stage of the load-deformation

curve was shorter than that for M2. Since the compression bars were welded with the angle

on the corbel, the rigidity of the cage in the compression zone was largely strengthened.

This was particularly important for the specimen in compression failure. Hence the ultimate

load capacity of P3 was much greater than that for the monolithic frame M2 and the load

deformation curves indicated P3 to be of greater rigidity than M2.

Cd) Specimen Pl

This was a precast specimen with connection type 2. It was in the same test group as

monolithic frame Ml and exhibited tension failure. Since the connection type and the

strength of the dry-packing concrete were almost the same as in precast specimen P2, the

crack behaviour of Pl was very much similar to that of P2. They have the same ultimate

load capacity. The first crack in the concrete and the initial yielding of the tension bars

appeared at the same load. As the strength differences between the components and the dry

packing concrete for Pl was smaller than those for P2, small cracks appeared in the

concrete of the connection part and at the ultimate load, spalling of the concrete occurred at

the bottom of the beam root. This was greatly different from P2. The crack patterns for Ml

and Pl are shown in the Figs. 5.6 and 5.7 and the Plates 5.5 and 5.6.


() Mt

Fig. 5.6 Crack Pattern for Ml

Plate 5.5 Crack Pattern for Ml


<O

P1 0

Fig. 5.7 Crack Pattern for Pl

Plate 5.6 Crack Pattern for Pl


0

•

0 0 c..

:E ~

("f"'l

c.. 0 0 ~

N

:E N c.. ~ c.. ....

l: .. "2 l: Cl)

c .... Q) --::I .

c.. ~ u ~ .... u

(J 0 00 V'l

oil ·-~ 0

0


The ultimate load capacity, crack pattern and failure modes of the precast specimen Pl

were very much similar to those for the monolithic specimen Ml. As the strength of the

dry-packing concrete was higher than the strength of the components, the ultimate load

capacity of Pl was larger than Ml. No prior failure occurred in the connection part. Since

the principal crack appeared at the weak section of the frame and was easy to open , both

the first crack in the concrete (at 14.3% of the ultimate load) and the initial yielding of the

tension steel (at 64.3% of the ultimate load) for Pl appeared earlier than those for Ml (the

first crack in concrete: at 15.0% of the ultimate load and the initial yielding of the tension

steel: at6i .5% of the ultimate load). The width of the principal crack of Pl at the ultimate

load was also greater than that of Ml. However, precast frame Pl was still considered to

have sufficient strength, rigidity and ductility.

In addition, the column-column connections demonstrated satisfactory behaviour during

all the tests. Since the axial load applied on the column was far less than its ultimate

capacity, there was only a little change.of strain in the steel bars. When these strains in the

precast column are compared with those in the monolithic column, they are found to be

very close. After the connecting beam had failed, no crack appeared in the concrete of the

column nor did it deflect laterally. Because of the limitations of the laboratory equipment, it

was not possible to test these columns to failure. However, the test indicated that the design

and the construction method of this column to column connection are both safe and

practical.

For comparison of these specimens, all crack patterns are given in the same diagram

(Fig. 5.8). The diagram indicates that the crack development and the crack patterns at

failure are all largely identical but only minor differences exist in the dry-packing concrete

zone between the precast specimens and the monolithic specimens.

110 Chapter 6: Conclusion

CHAPTER 6

CONCLUSION

6.1 Conclusion

Although Brikeland and Brikeland (1966) carried out tests on beam-column connections

in precast concrete construction and more experimental work has been conducted

afterwards, detailed comparisons have not been made before between precast specimens

and monolithic specimens under the same controlled conditions to investigate the strength

and deformation behaviour of precast concrete beam-column connections.

In this work, tests on two types of moment-resisting connections of precast building

frames which were recommended by the PCI (1985) and APCG (1990) for jointing precast

beams to columns have been carried out and comparisons made between the precast

specimens and the corresponding monolithic specimens. A total of six half-scale specimens

including two monolithic specimens Ml and M2, two pairs of precast specimens Pl and

P2, and P3 and P4, having different connection types, were all tested to failure to

investigate the strength and deformation behaviour of beam-column connections in precast

concrete building frames. All specimens were designed in accordance with the current

Australian Standards as well as practical considerations in the design and construction of

residential buildings. The sizes of the components and the reinforcement details were all

kept the same for the specimens and were designed on the basis of the strong column-weak

beam approach to enforce plastic hinge formation behaviour at the root end of the

connecting beam. The only difference was in the concrete strengths. Based on the test

results, the following conclusions can be made.

(1) The ultimate load capacities of the precast frames were all greater than those of the

corresponding monolithic frames and no premature failure occurred in the connections.

1 1 1 Chapter 6: Conclusion

1Tbese indicate good strength behaviour of the connections in terms of moment and shear

resisting capabilities.

(2) As the strength of the dry-packing concrete of the precast frame was greater than the

strength of the components, the ductility, ultimate compressive strains in the concrete and

end beam rotations of the precast frames were all better than those for the corresponding

monolithic frames. Hence, the connections are considered to have satisfactory ductility.

(3) A comparison of the strains in the tension bars, crack patterns and failure modes of the

precast concrete and those of the corresponding monolithic specimens indicates that the

precast frames were very similar to the monolithic frames. Therefore, the two types of site

assembled connections would function satisfactorily in the precast concrete building

frames.

(4) A comparison of the two connection types used in the precast specimens leads to the

conclusion that the width of the principal crack at the ultimate load for connection type 2 is

smaller than that for type 1 but the ultimate load capacity of connection type 2 is greater than

that of type 1 (Specimen P3 compared with P2). Furthermore, if the precast frame with

connection type 2 can be designed with enough strength during construction, no temporary

props will be needed nor will there be need for any formwork. This will save both time and

money. However, a large amount of temporary props and formwork will be needed during

construction using precast frames with connection type 1. Therefore, connection type 2 is

considered to have better strength capacity, moment-redistribution ability and .· ease of

construction than that of connection type 1.

Summing-up.all the test results have indicated that these two connection types if

incorporated in precast concrete building frames, will develop adequate strength, stiffness,

and ductility to be classified as satisfactory moment-resisting connections. They can be

safely used in the design and construction of precast concrete building frames.

6.2 Recommendations for Further Work

From the test results and comparison of construction properties between these two

connection types, the following recommendations may be made.


(1) The early appearance of the first cracks in the concrete which quickly develop into

excessively wide principal cracks are the fatal weak point in the behaviour of connection

type 1. Since these cracks all appeared at the root of the beam, some efficient methods must

be applied to increase continuity in the concrete where old and new concrete are combined.

Although the surface was treated before pouring the dry-packing concrete such as by

roughing and wetting, the beneficial effect was not obvious. In order to improve the crack

resistance of connection type 1, the joint section position may be chosen at the

contraflexural point or the section with smaller moment, to avoid large cracks occurring

early at the connection.

(2) From the test results and the comparison of precast specimens with the corresponding

monolithic specimens, it is evident that the strength and quality of the dry-packing concrete

is one of the most important factors which guarantees good behaviour of the connections.

Based on the tests, it may be suggested that the strength of the dry-packing concrete should

be designed to have a strength of 15-25MPa greater than that of the precast concrete in the

frames.

(3) Having been tested in the structural laboratory, the proposed beam-column connections

for precast building frames have proved safe and reliable under static loads. However,

further work should be carried out to investigate the strength and deformation behaviour of

such connections under cyclic loads. This is very significant for the application of precast

building frames in seismic regions and for high-rise building frames in strong wind areas.

(4) Although an integrated system of connections has been proposed by PCI (1985) for

various kinds of precast building frames, it is still under development. Recently, the details

of typical "saddle-plate" and "bolted" beam-column connections have been introduced in the

construction of precast building frames (National Precaster, 1992). These are the newest

form of beam-column connections for precast concrete frames and are easier in erection and

construction. They signify the development and improvement of precast concrete frame

beam-column connections. The strength and deformation behaviour of these should be


investigated experimentally, the purpose being to both verify the practicability of these

improved connections and extend their applications to precast concrete building frames.

114

REFERENCES

1. APCG (1990). Connection Detail for Prestressed Concrete, Australian

Prestressed Concrete Group Technical Committee on Connection Details,

Sydney, Australia, pp.45-70.

2. AURCC (1990). Building Code of Australia, New South Wales, Australian

Uniform Regulations Co-ordination Council, N.S.W, Australia, pp. 64.

3. BHATT, P. and KIRK, D. W. (1985). Tests on an Improved Beam Column

Connection for Precast Concrete, ACI structural Journal, Vol. 82, No. 6,

Nov.-Dec., pp. 834-843.

4. BIRKELAND, P. and BIRKELAND, H. W. (1966). Connections in Precast

Concrete Construction, PCI Journal, Vol.63, No. 2, Mar.-Apr., pp. 345-368.

5. Care, G. et al. (1989). STRANDS User Guide Reference Manual, G+D

Computing Pty. Ltd, NSW Australia, pp. 396.

6. CCAA (197 5). Basic Guide to Concrete Construction, Cement and Concrete

Association of Australia, North Sydney, Australia, pp. 88.

7. CCAA (1991). Concrete Design Handbook (in accordance with AS 3600),

Cement and Concrete Association of Australia, North Sydney, Australia,

pp. 241.

8. DOLAN, C. W. and PESSIKI, S. P. (1989). Model Testing of Precast

Concrete Connection, PCI Journal, Vol. 34, No. 2, Mar.-Apr., pp. 84-103.

9. DOLAN, C. W. et al. (1987). Moment Resistant Connections and Simple

Connections, PCI Journal, Vol.32, No. 2, Mar.-Apr., pp. 62-74.

115

10. DURRANI, A. J. and WIGIIT, J. K. (1985). Behaviour of Interior Beam

Column Connections Under Earthquake-Type Loading, ACI structural Journal,

Vol. 82, No. 3, May-Jun., pp. 343-349.

11. FIP (1982). Design Philosophy for Precast Building of Two or More Storeys,

FIP Commission on Prefabrication, Wexham Springs, Slough, U.K, pp. 66.

12. GORENC, B. E. and TINYOU, R. (1981). Steel Designers Handbook, 4th

Edition, NSW University Press, Sydney, Australia, pp. 26-34.

13. HAAS, A. M. (1983). Precast Concrete: Design and Applications, Applied

Science Publishers, London, U.K, pp. 160.

14. HARTLAND, R. A. (1975). Design of Precast Concrete, Surrey University

Press, London, U.K, pp. 148.

15. KONCZ, T. (1976). Manual of Precast Concrete Construction, Volumes 1, 2

and 3, Bauverlag Gmbh., Germany.

16. LOO, Y.C. (1990). Reinforced Concrete Analysis and Design --with

emphasis on the application of AS 3600-1988, University of Wollongong,

Wollongong, Australia, pp. 327.

1 7. LOO, Y. C. ( 1992). Prefabricated Construction of NHA Standard Five-Storey

Buildings, proposal submitted to the National Housing Authority of Thailand,

February, pp. 39.

18. NATIONAL PRECASTER (1992). Typical Detail, Beam to Column , No. 5,

National Precast Concrete Association, Sydney, Australia.

19. NEVILLE, A. M. (1981). Properties a/Concrete, John Wiley and Sons, Inc.,

New York, U.S.A, pp. 268-358.

20. NISSEN, H. (1972). Industrialised Building and Modular Design, Cement

and Concrete Association, London, U .K, pp. 446.

21. PARK, R. and PAULAY, T. (1975). Reinforced Concrete Structures, John

Wiley and Sons, Inc., Singapore, pp. 496-609.

I 16

22. PCI (1973). Manual on Design of Connections for Precast Prestressed

Concrete, PCI Committee on connection Details, Chicago, U.S.A.

23. PCI (1985). Design Handbook, Precast and Prestressed Concrete, PCI Committee

on Precast and Prestressed Concrete, Third Edition, U.S.A.

24. PCI (1988). Design and Typical Details of Connections for Precast and

Prestressed Concrete, PCI Committee on Connection Details, Jackson Blvd.,

Chicago, U.S.A, pp. 262.

25. PILLAI, S. U. and KIRK, D. W. (1981). Ductile Beam-Column Connection in

Precast Concrete, ACI structural Journal, Vol.78, No. 6, Nov.-Dec., pp. 480-487.

26. POTTER, R. J. (1990). Developments in Precast Concrete, Proceedings, 2nd

Australian National Structural Engineering Conference, Adelaide, 3-5 October,

Institution of Engineers Australia, North Sydney, Australia, pp. 136-140.

27. RICHARDSON, J. G. (1973). Precast Concrete Production, Cement and

Concrete Association, London, U .K, pp. 238.

28. SABNIS, G. M., et al. (1983). Structural Modeling and Experimental

Techniques, Prentice-Hall Inc., Englewood Cliffs, U.S.A, pp. 602.

29. SECKIN, M. and FU, H. C. (1990). Beam-Column Connections in Precast

Reinforced Concrete Construction, ACI Structural Journal, Vol. 87, No.3,

May-Jun., pp. 252-261.

30. SHEPPARD, D. A. and PHILLIPS, W.R. (1989). Plant-Cast Precast and

Prestressed Concrete, A Design Guide, Third Edition, U.S.A. pp. 29-59.

31. TELFORD, T. (1986). Design of Multi-Storey Precast Concrete Structures, FIP

Commission on Prefabrication, London, U.K, pp. 31.

32. TELFORD, T. (1988). Precast Prestressed Hollow Core Floors, FIP

Commission on Prefabrication, London, U.K, pp. 35.

33. THE UNIVERSITY OF TIANllN and TONGn (1979). Reinforced Concrete

Structures, The University of Tianjin and Tongji, and the Institute of Nanjing

·11 7

Engineering Technology, Vol.1and2, Building Industry Publisher, Beijing,

China.

34. TIIB AUSTRALIAN STANDARD CODES:

AS 1170.1 -1989: Mimimum Design Loads on Structures (known as the SAA

Loading Code)

Pan 1: Dead and live loads and load combinations, Standards Association of

Australia, SAA, North Sydney, Australia, pp. 29.

AS 1170.2 -1989: Mimimum Design Loads on Structures (known as the SAA

Loading Code)

Pan 2: Wind load, SAA, North Sydney, Australia, pp. 96.

AS 1500-1988: Formwork Concrete, SAA, North Sydney, Australia.

AS 3600-1988: Concrete Structure, SAA, North Sydney, Australia, pp. 105.

118

·Appendix 1: Input and output data of computer analysis the frame (half - scale, Load Case 1)

---------------- --- -~-.... ~----- ... .

STRAND5 STRUCTURE DATA LISTING

Filename a:frame

Heading : STRAND V05

1'40DE DATA . 25 Nodes • . . Number x y z

1 -4.2000 0.0000 0.0000 2 -0.7500 0.0000 0.0000 3 0.7500 0.0000 0.0000 q 4.2000 0.0000 0.0000 C" • ..J -4.2000 1.6500 0.0000 t. -0.7500 1.t.500 0.0000 7 0.7500 1.6500 0.0000 8 4.2000 1.6500 0.0000 9 -4.2000 3.0000 0.0000

10 -0.7500 3.0000 0.0000 11 0.7500 3u0000 0.0000 12 4.2000 3.0000 . 0.0000

13 -4.2000 4.3500 ' 0u00-00 14 -0.7500 4.3500 0.0000 15 0.7500 4.3500 C.1 .0000 16 4.2000 4.3500 0.0000 l '7 -4.2000 5.7000 0.0000 18 -0.7500 5.7000 0.0000 1'7 0.7500 5.7000 0.0000 20 4.2000 5.7000 0. {1000 21 -4u2000 7.0500 0.0000 22 -0.7500 7.0500 0.0000 23 0.7500 7.0500 0.0000 24 4 .2ei00 7.0500 0.0000 :JC" L. •..J 0.0000 0.0000 0"0000

TEMPERATURE DATA FOf\: NODES: Number Tentc:ie_ri.t tu re

1 0.000 ':> 0 .. 000 '-'j -· 0.000 4 0.000 C" -· 0.000 6 0.000 ? 0.000 8 0.000 9 0.000

10 0.000 11 0.000 12 0~000 13 0.000 14 0.000 15 0.000 16 0.000 17 0.000 1S 0.000 19 0.000 20 0.000 21 0.000 22 0.000 23 0.000 24 0.000 25 0.000

Reference Temperature = 0.000

FREEDOM CONDITIONS FOR NODES: (0=Free, 1=Fb:ed) Number Cv

" Cy Cz CR:·~ CRy CR: 1 1 1 1 1 1 1 2 1 1 1 1 1 1 3 1 1 1 1 1 1 4 1 1 1 1 1 1 ... c-~· 0 0 1 1 1 0 t. 0 0 1 1 1 0 7 0 0 1 1 1 0 8 0 0 1 1 1 0 9 0 0 1 1 1 0

10 0 0 1 1 1 0 11 0 0 1 1 1 0 12 0 0 1 1 1 0 13 0 0 1 1 1 0 14 0 0 1 1 1 0 15 0 0 1 1 1 0 16 0 0 1 1 1 0 17 0 0 1 1 1 0

-

18 0 0 1 1 19 0 0 1 1 20 0 0 1 1 21 0 0 1 1 22 0 0 1 1 2.3 <b 0 1 1 24 0 0 1 1 25 0 0 1 1

All Others 0 0 0 0

LOADS AT NODES FOR LOAD CASE : Number Fv

" Fy 5 0.000E+0000 -3.140E+0001 f:.. 0.000E+0000 -1.510E+0001 7 0.000E+0000 -1.510E+0001

- -· ·- JL -0. 000E +0000 -3_.14wE±_~001 9 0.000E+0000 -3.140E+0001

10 0.000E+0000 -1.510E+0001 11 0.000E+0000 -1.510E+0001 12 0.000E+0000 -3.140E+0001 13 0.000E+0000 -3~140E+0001 14 0.000£+0000 -1.510£+0001 15 0.000E+0000 -1.510E+0001 16 0.000E+0000 -3.140E+0001 17 0.000E+0000 -3.140E+0001 18 0.000E+0000 -1.510E+0001 19 0.000E+0000 -1.510E+0001 20 0.000E+0000 -3.140E+0001 21 0.000E+0000 -1.270E+0001 22 0.000E+0000 -3.300E+0000 23 0.000E+0000 -3.300E+0000 24 0.000E+0000 -1.270E+0001

Acceleration Data :

.1_20

1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 0 0

1 Fz

0.000E+0000 0. 0~)0E +0000 0a000E+0000

--- 0. 00~~+00~-~ 0a000E+0000 0.000E+0000 0a000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0a000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000

Mx My Mz 0.000E+0000 0.000E+0000 6.800E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0. 000E +0~0~ 000E +00_'2~::~ ~800j::_~0000 0.000E+0000 0.000E+0000 6.800E+000( 0.000E+0000 0.000E+0000 0.000E+000€ 0.000E+0000 0.000E+0000 0.000E+000~

0.000E+0000 0.000E+0000 -6.800E+000~ 0.000E+0000 0.000E+0000 6.800E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 -6.800E+000€ 0.000E+0000 0.000E+0000 6.800E+000 ~

0.000E+0000 0.000£+0000 0.000E+000e 0.000E+0000 0.000E+0000 0.000E+000Q 0.000E+0000 0.000£+0000 -6.800E+0000; ' 0.000E+0000 0.000E+0000 2.900E+000el 0.000E+0000 0.000E+0000 0.000E+000Q 0.000E+0000 0.000E+0000 0.000E+0000 0~000E+0000 0.000E+0000 -2.900E+000e

Ax = 0.000E+0000 Ay = 0.000E+0000 Az = 0.000E+0000 Omega = 0.000E+0000 Xe = 0.000E+0000 Ye = 0.000E+0000

LOADS AT NODES FOR LOAD CASE 2 Number Fx Fy Fz Mv

"

Acceleration Data : Ax = 0.000E+0000 Ay = 0.000E+0000 Az = 0.000E+0000

Omega = 0.000E+0000 Xe = 0.000E+0000 Ye = 0.000E+0000

My Nz

BEAM DATA ~r::-

~,_t Be-:i111s. COl~l~ECT I 01'!5 END RELEASE cmmITIOI~

Mumber End1 Erid2 Ref Type CR-11 F:-22 Twi:.tJ:l CF:-11 F:-22 TwistJ:2 1 1 C" ..... 25 1 1 1 1 1 1 1 2 5 6 ---C"

C...J 2 1 1 1 1 1 1 3 2 6 r,c-

c. .... • 1 1 1 1 1 1 1 4 6

..., '=-' "" ':> 1 1 1 1 1 1 I 1- -.J -..J

C" ..... 7 r . C" 1 1 1 1 1 1 ..... .:> c. ..... 1 6 7 8 ·::>!::'

1-J 2 1 1 1 1 1 1 7 4 8 25 1 1 1 1 1 1 1 8 5 9 ·:>C" ,_,_, 1 1 1 1 1 1 1 9 9 10 25 2 1 1 1 1 1 1

10 6 10 '.)C" ......... 1 1 1 1 1 1 1 11 10 11 25 3 1 1 1 1 1 1 12 7 11 25 1 1 1 1 1 1 1 13 11 12 r-, I:"

C...! 2 1 1 1 1 1 1 14 8 12 25 1 1 1 1 1 1 1 15 c;· 13 ,..,C"

c. .... • 1 1 1 1 1 1 1 16 13 14 25 2 1 1 1 1 1 1 17 10 14 r,r

C...J 1 1 1 1 1 1 1 18 14 15 25 3 1 1 1 1 1 1 19 11 15 25 1 1 1 1 1 1 1 20 15 16 25 '.:) 1 1 1 1 1 1 '-

21 12 16 25 1 1 1 1 1 1 1 22 13 17 25 1 1 1 1 1 1 1 .......... 17 18 ':jC' 2 1 1 1 1 1 1 c..:. ,_.,, 2ll 14 18 "'.:)C" ......... 1 1 1 1 1 1 1 25 18 19 25 3 1 1 1 1 1 1 26 15 19 25 1 1 1 1 1 1 1 27 19 20 25 ,..,

1 1 1 1 1 1 c. 28 16 20 25 1 1 1 1 1 1 1 29 17 21 25 1 1 1 1 1 1 1 30 21 22 ':)C" ........ 4 1 1 1 1 1 1 31 1 '"' C• 22 25 1 1 1 1 1 1 1 32 '.:)':";

'-'- 23 25 5 1 1 1 1 1 1 33 19 23 25 1 1 1 1 1 1 1 34 23 24 25 - ___ ____ 4 _ __ J,_ 1 1 1 1 1 -,.._C" 20 24 r,C" 1 1 1 1 1 1 1 Q..J c. .... • ...

BEAM F'F:OPERTIES TYPE . 1 . E = 2. 7{10E +0007 A = 3. 500E-·0002

I 11 = 1.170E-0004 I r,r. c..:. = 8. s·20E-0005 ,J = 0.000E+0000 G = 0u000E+0000 Dens = 0.000E+0000 Alfa = 0.000E+0000

Tgl = 0.000E+0000 Tg2 = 0. 000E +0€·€~0

UDL1 = 0.000E+0000 UDL2 = 0.000E+0000

TYF'E 2 E = 2. ?00E-+·0007 A = 5.0:30E-0002 !11 = 3.560E-0004 122 = 1.300E-0004 J = 0.000E+0000

G = 0 .. 000E+0000 Dens = '~. 000E +0000 Alfa = 0 . 000E+0000

Tg1 = 0.000E+0000 Tg2 = 0.000E+0000 UDL1 = 0.000E+0000 UDL2 = 3.055E+0001

1122

TYPE : 3 E = 2.700E+0007 ~l = 3.060E-0002 Ill = 7.820E-0005 I22 = 7. C:2e•E-0005 G = 0.000E+0000 Dens = 0. 000E +00€>0 Tg1 = 0. 0€:0E +0000 Tg2 ' = {1. 00(!E +0000 UDL1 = 0. 000E +0e100 UDL2 = 3.00C1E+N101

TYPE . 4 . E = 2.?00E+0007 t"i = 5. 0:30E -·0002 111 = 3.560£-0004 122 = 1. 3~'0E-0004 G = 0.000E+0000 Dens = 0. 000E +e1000 Tg1 = 0.000E+0000 T·:J2 = ·0.000E+0000 IJDL1 = 0.000E+0000 UDL.2 -· 1 • 940E +0N>i 1

TYPE . 5 . E = 2.700E+0007 A = 3.060£-0002 Ill = 7.S20E-0005 I'='""' L..C. = 7.820E-0005 G = 0.000E+0000 Dens = 0.000E+0000 Tg1 = 0.000E+0000 Tg2 = 0. N'0E +0000 UDL1 = 0.000E+0000 UDL2 = 1.880E+0001

--- - ··-- ·---··----- - · ~------

STATIC NODE DISPLACEMENT DATA

Filename : a:frame Heading

STRAND V05

Loa.d Case : 1

NUMBER Dv " Dy

1 0.0000 0.0000 2 0.0000 0.0000 '.=l ·- 0.0000 0.0000 4 0.0000 0.0000 r:-··' -0.2384E-04 -0.6677E-03 6 0.622.SE-07 -0.7197E-03 7 -0.6226E-07 -t?J. 715'7E-03 8 0.2384E-04 -€?. 66 77E-03 9 0.3448E-05 -0.1094£-02

1.0 -0.3217E-06 -0.1179E-02 11 0n321?E-06 -0.1179E-02 12 -0.3448E-05 -0.1094E-02 1-:: ·...I -0.4511E-06 -0.1400E-02 14 -0.2465E-07 -0.1510E-02 15 0.2465E-07 -0.1510E-02 16 0.Ll511E-06 -0.140e•E-02 17 -0.32B1E-05 -0.1586E-02 18 -0.4908E-06 -0.1712E-02 1 '7' 0. 49€•8E-06 -e· .1712E-02 20 0.3281E-05 -0.1586E-02 21 0. 4e•97E-04 -0. it.51E-02 22 0,1272E-05 -0.1786E-02 23 -0.12?2E-05 -0.17Bt.E-02 24 -0.40'1?E-04 -0.1651E-02 25 0.0000 0. <}000

Dz 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.-0000 0.0000 0.0000 0.0000 0. 0~)00 0.0000

.0.0000 0.0000 0.0000 0. 0€,00 0.0000 0.0000 0. 00C?0 0.0000 0. ~}000 0.0000 0.0000

J = 0.000E+0000 Alfa = 0. 0(10E +0000

J = 0.000E+0000 Al f.:i. = 0.000E+0000

J = 0.000E+0000 Alfa = 0.000E+0000

R--,., F:y R~ .:...

0.0000 0.0000 0.0000 0.0000 0.0000 0u0000 0.0000 0. €?000 0.0000 0.0000 0.0000 0 .. 0000 0.0000 0. 00<ii0 -0.:904/E-03 0.0000 0.0000 0.8549E-03 0.0000 0.0000 -0. E:5 r~9E-03

0. 000e, 0.0000 0.%'47E-03 0.0000 0. 00(,?0 -0.6743E-03 0.0000 0 .00,00 0"6382E-03 0. f70€'0 0.0000 -0. :~·3S2E-0~i 0.0000 0. (?000 0.67ll3E-·03 0. 0(J00 0. 00(:10 -<1 .. 7144E-03 0.0000 0. 0,3~10 0.6757E-03 0.0000 e·. 0000 -·0. t,/5/E- 0 ~:

0. 00(10 0. 0N~0 0. 7144E-·03 0.0000 0. 0€•00 -0.6S22E-0::; 0. 00~10 0.0000 0.6531E-03 0. '.:'000 0. '~t{)00 -<~. 65~:1E-03

0. 0()00 0.0000 0. 6'722E-03 0.0000 0. 00e:0 -0. 8'7' •~8E-('3

0 n 0~100 0.0000 0.7271E-03 0.0000 0. 00(10 -0.72?1E-03 0.0000 0.0000 0.8908E-03 0.0000 0. ·~000 0. 0N!•c

Structural Analysis Results -- Beam Stresses. ---------------------------------------------

Filename a:frame Heading

STF~AND V05

BEAM NUMBER : 1

LOAD Ci:1SE tfo. 1

End Node AX FORCE Ml M2 Vl V2 TORQUE 1 1 3.824E+0002-3.630E+0000-3.395E-0016-6.078E-0016 6.500E+0000 0.000E+0000 2 5-3.824E+0002-7.095E+0000-6.634E-0016 6.078E-0016-6.500E+0000 0.000E+0000

BEAM NUMBER : 2 End Node AX FORCE Ml M2 Vl V2 TORQUE

1 5-9.502E+0000 2.523E+0001-2.267E-0016-4.264E-0018-5.260E+0001 0.000E+0000 2 6 9.502E+0000-2.556E+0001 2.120E-0016 4.264E-0018-5.279E+0001 0.000E+0000


1 2 4.122E+0002 3.274E+0000 3.061E-0016 5.566E-0016-5.952E+0000 0.000E+0000 2 6-4.122E+0002 6.547E+0000 6.122E-0016-5.566E-0016 5.952E+0000 0.000E+0000


1 6 6.858E-0002 8.032E+0000 2.949E-0016 2.958E-0031-2.250E+0001 0.000E+0000 2 7-6.858E-0002-8.032E+0000-2.949E-0016-2.958E-0031-2.250E+0001 0.000E+0000


1 3 4.122E+0002 3.274E+0000 0.000E+0000 0.000E+0000-5.952E+0000 0.000E+0000 2 7-4.122E+0002 6.547E+0000 0.000E+0000-0.000E+0000 5.952E+0000 0.000E+0000

BEAM NUMBER : 6 End Node AX FORCE Ml M2 . Vl V2 TORQUE

1 7-9.502E+0000 2.556E+0001-2.120E-0016 4.264E-0018-5.279E+0001 0.000E+0000 2 8 9.502E+0000-2.523E+0001 2.267E-0016-4.264E-0018-5.260E+0001 0.000E+0000

BEA~I NUMBEF: ·: 7 End Node AX FORCE Ml M2 Vl V2 TORQUE

1 4 3.824E+0002-3.630E~0000 0.000E+0000 0.000E+0000 6.500E+0000 0 . 000E+0000 2 8-3.824E+0002-7.095E+0000 0.000E+0000-0.000E+0000-6.500E+0000 0.000E+0000

BEAM NUMBER : 8 End Ncde AX FORCE Ml M2 Vl V2 TORQUE

1 5 2.984E+0002-1.134E+0001-1.060E-0015-1.496E-0015 1.600E+0001 0.000E+0000 2 9-2.984£+0002-1.026E+0001-9.596E-0016 1.496E-0015-1.600E+0001 0.000E+0000


1 9 1.499E+0000 2.676E+0001-1.586E-0016 2.927E-0018-5.276E+0001 0.000E+0000 2 10-1.499E+0000-2.653E+0001 1.687E-0016-2.927E-0018-5.263E+0001 0.000E+0000

BEAM NUMBER : 10 hfc.~ v1 112 Tn~.· L~::E End Node AX FORCE Ml r . ~ J · ~

1 6 3.218E+0002 1.098E+0001 1.027E-0015 1.452E-0015-1.552E+0001 0.000E+0000 2 10-3.218£+0002 9.971E+0000 9.324E-0016-1.452E-0015 1.552E+0001 0.000E+0000

124

BEAM NUMBER : (i:I End Node AX FORCE M1 ME Vl V2 TORQUE

1 10-3.544E-0001 7.422E+0000 2.201E-0016 4.273E-0031-2.250E+0001 0.000E+0000 2 11 3.544E-0001-7.422E+0000-2.201E-0016-4.273E-0031-2.250E+0001 0.000E+0000

BEAM NUMBER : ft] End Node AX FORCE Ml

1 7 3.218E+0002 1.098E+0001 2 11-3.218£+0002 9.971E+0000

BEAM NUMBER : Cl

M2 Vl V2 TORQUE 0.000E+0000 0.000E+0000-1.552E+0001 0.000E+0000 0.000E+0000-0~000E+0000 1.552E+0001 0.000E+0000

End Node AX FORCE Ml M2 Vl V2 TORQUE 1 11 1.499E+0000 2.653E+0001-1.687E-0016-2.927E-0018-5.263E+0001 0.000E+0000 2 12-1.499E+0000-2.676E+0001 1.586E-0016 2.927E-001B-5.276E+0001 0.000E+0000

BEAM NUMBER : 14 End Node AX FORCE Ml ME Vl V2 TORQUE

1 8 2.984E+0002-1.134E+0001 0.000E+0000 0.000E+0000 1.600E+0001 0.000E+0000 2 12-2.984E+0002-1.026E+0001 0.000E+0000-0.000E+0000-1.600E+0001 0.000E+0000


1 9 2.142E+0002-9.696E+0000-9.066E-0016-1.356E-0015 1.450£+0001 0 .. 000E+0000 2 13-2.142E+0002-9.883E+0000-9.242E-0016 1.356E-0015-1.450E+0001 0.000E+0000


1 13-1.696E-0001 2.664E+0001-1.638E-0016 5.467E-0018-5.282E+000l. 0.000E+0000 2 14 1.696E-0001-2.622E+0001 1.827E-0016-5.467E-0018-5.256E+0001 0n000E+0000

BEAM NUMBER : 17 End Node AX FORCE

1 10 2.316E+0002 2 14-2.316£+0002

BEAM NUMBER : 18

Ml M2 Vl V2 TORQUE 9.139E+0000 8.546E-0016 1.278E-0015-1.367E+0001 0n000E+0000 9.315E+0000 8.710E-0016-1.278E-0015 1.367E+0001 0.000E+0000

End Node AX FORCE Ml M2 V1 V2 TORQUE 1 14-2.715E-0002 7.527E+0000 2.331E-0016-5.588E-0031-2.250E+0001 0.000E+0000 2 15 2.715E-0002-7.527E+0000-2.331E-0016 5.588E-0031-2.250E+0001 0.000E+0000

BEAM NUMBER : ~ End Node AX FORCE Ml M2 Vl V2 TORGUE

1 11 2.316E+0002 9.139E+0000 0.000E+0000 0.000E+0000-1.367E+0001 0.000E+0000 2 15-2.316E+0002 9.315E+0000 0.000E+0000-0.000E+0000 1.367E+0001 0.000E+0000

BEAM NUMBER :: 20 End Node AX FORCE Ml ME Vl V2 TORQUE

1 15-1.696E-0001 2.622E+0001-1.827E-0016-5.467E-0018-5.258E+0001 0.000E+0000 2 16 1.696E-0001-2.664E+0001 1.638E-0016 5.467E-0018-5.282E+0001 0.000E+0000


1 12 2.142E+0002-9.696E+0000 0.000E+0000 0.000E+0000 1.450E+0001 0.000~i·0000 2 16-2.142E+0002-9.883E+0000 0.000E+0000-0.000E+0000-1.450E+0001 0.000E+0000

BEAM NUMBER : 22 End Node AX FORCE Ml M2 Vt V2 TORQUE

1 13 1.300E+0002-9.956E+0000-9.310E-0016-1.372E-0015 1.467E+0001 0.000E+0000 2 17-1.300E+0002-9.852E+0000-9.213E-0016 1.372E-0015-1.46?E+0001 0.000E+0000


1 17-1.109E+0000 2.684E+0001-1.549E-0016 7.425E-0018-5.286E+0001 0.000E+0000 2 18 1.109E+0000-2.627E+0001 1.805E-0016-7.425E-0018-5.253E+0001 0.000E+0000

BEAM NUMBER : 24 End Node AX FORCE Ml

1 14 1.414E+0002 9.376E+0000 2 1e-1.414E+0002 9.270E+0000

BEAM NUMBER : 25

M2 V1 V2 TORQUE 8.768E-0016 1.292E-0015-1.381E+0001 0.000E+0000 8.668E-0016-1.292E-0015 1.381E+0001 0.000E+0000

End Node AX FORCE Ml M2 Vl V2 TORQUE 1 18-5.40?E-0001 7.464E+0000 2.252E-0016-6.245E-0031-2.250E+0001 0.000E+0000 2 19 5.407E-0001-7.464E+0000-2.252E-0016 6.245£-0031-2.250£+0001 0.000E+0000

BEAM NUMBER : , 26 End Node AX FORCE Ml

1 15 1.414E+0002 9.376E+0000 2 19-1.414E+0002 9.270E+0000

BEAM NUMBER : 27

M2 V1 · V2 TORQUE 0.000E+0000 0.000E+0000-1.381E+0001 0.000E+0000 0.000E+0000-0.000E+0000 1.381E+0001 0.000E+0000

End Node AX FORCE Ml M2 V1 V2 TORQUE 1 19-1.109E+0000 2.627E+0001-1.805E-0016-7.425E-0018-5.253E+0001 0.000E+0000 2 20 1.109E+0000-2.664E+0001 1.549E-0016 7.425E-0018-5.286E+0001 0.000E+0000

BEAM NUMBER : 28 End Node AX FORCE Ml ME V1 V2 TORQUE

1 16 1.300E+0002-9.956E+0000 0.000E+0000 0.000E+0000 1.467E+0001 0.000E+0000 2 20-1.300E+0002-9.852E+0000 0.000E+0000-0.000E+0000-1.467E+0001 0.000E+0000

BEAM NUMBER : 29 End Node AX FORCE Ml M2 V1 V2 TORQUE

1 17 4.575E+0001-1.019E+0001-9.527E-0016-1.476E-0015 1.578E+0001 0.000E+0000 2 21-4.575E+0001-1.112E+0001-1.040E-0015 1.476E-0015-1.578E+0001 0.000E+0000


1 21 1.578E+0001 1.402E+0001-2.337E-0016-1.860E-0017-3.305E+0001 0.000E+0000 2 22-1.578E+0001-1.545E+0001 1.696£-0016 1.660E-0017-3.388E+0001 0.000E+0000

126.

BEAM NUMBER : 31 End Nod'e AX FORCE Ml 1"12 Vi V2 TORQUE

1 18 5.128E+0001 9.534E+0000 8.915E-0016 1.345E-0015-1.438E+0001 0.000E+0000 2 22-5.128E+0001 9.880E+0000 9.239E-0016-1.345E-0015 1.438E+0001 0.000E+0000


1 22 1.401E+0000 5.572E+0000 2.508E-0016-1.512E-0030-1.410E+0001 0.000E+0000 2 23-1.401E+0000-5.572E+0000-2.508E-0016 1.512E-0030-1.410E+0001 0.000E+0000


1 19 5.128E+0001 9.534E+0000 0.000E+0000 0.000E+0000-1.438E+0001 0.000E+0000 . 2 23-5.128E+0001 9.880E+0000 0.000E+0000-0.000E+0000 1.438E+0001 0.000E+0000

----- ___ ._ __ · -


1 23 1.578E+0001 1.545E+0001-1.696E-0016 1.860E-0017-3.388E+0001 0.000E+0000 2 24-1.578E+0001-1.402E+0001 2.337E-0016-1.860E-0017-3.305E+0001 0.000E+0000


1 20 4.575E+0001-1.019E+0001 0.000E+0000 0.000E+0000 1.578[+0001 0.000E+0000 2 24-4.575E+0001-1.112E+0001 0.000E+0000-0.000E+0000-1.578E+0001 0.000E+0000

1l27.

Appendix 2: Input and output data of computer analysis the frame (half - scale, Load Case 2)

STRAND5 STRUCTURE DATA LISTING

Filename : a:frame

Hei!.din•J : STRAND V05

NODE DAH} . 25 Nodes • . Numbe1· x v z

1 -442000 0.0000 0.0000 2 -0.7500 0.0000 0.0000 3 0.7500 0. 0e·00 0 .. 0000 4 4.2000 0.0000 0.0000 5 -4.2000 1.6500 0 .. 0000 6_, -0.7500 1.6500 0.0000 .., 0.7500 1.6500 0.0000 ~

8 4.2000 1.6500 0.0000 9 -4.2000 3.0000 0.0000

10 -0.7500 3.0000 0.0000 11 0.7500 3.0000 0n0000 12 4.2000 3.0000 . 0.0000 13 -4 .2000 . 4.3500 0.0000 14 -0.7500 4.3500 . 0.0000 15 0.7500 4.3500 0.0000 16 4.2000 4.3500 0.0000 17 -4.2000 5.7000 0.0H00 18 -0.7500 5.7000 0. 01300 19 0.7500 5.7000 0.0000 'j°' c. ~ ll.2000 5.7000 0.0000 21 -4.2000 7.0500 0 .0l100

22 -0.7500 7.0500 0.0000 23 0.7500 7.0500 0.0000 24 4.2000 7.0500 0.0000 25 0n0000 0.0000 0.0000

TEMPERATURE DATA FOR NODES: .~_ Nt~mber

1 2 3 4 C" -· 6 7 8 9

10 11 12 1

,.., ~

14 15 16 17 18 19 20 21 22 23 24 25

T;;:mper at ui-e 0.000 (L000 0.000 0.000 0.000 0n000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 e:.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Reference Temperature =

FREEDOM CONDITIONS FOR NODES: Number Cv

" Cy Cz 1 1 1 1 2 1 1 1 ~ - 1 1 1 4 1 1 1 C" 0 0 1 _,

6 0 (/} 1 ... 0 0 1 I ,.... 0 0 1 c;

9 0 0 1 10 0 0 1 11 0 0 1 12 0 0 1 1 :3 0 0 1 14 0 0 1 15 0 0 1

il 28

0.000

(0:::F1·ee, 1=Fi:{ed) CR>: CRy CF-~z

1 1 1 1 1 1 1 1 1 l. 1 1 1 1 0 1 1 0 1 1 0 1 1 0 1 1 0 1 1. 0 1 1 0 1 1 0 1 1 0 1 1. 0 1 1 0

...

l29

16 0 0 1 1 1 0 17 0 0 1 1 1 0 18 0 0 1 1 1 0 ,,,.-... 19 0 0 1 1 1 0 ~ 20 0 0 1 1 1 0 21 0 0 1 1 1 0 22 0 0 1 1 1 0 23 0 0 1 1 1 0 24 0 0 1 1 1 0 25 0 0 1 1 1 0

All Othe·i-s 0 0 0 0 0 0 ,.......

i LOADS AT NODES FOR LOAD CASE : 2

Fv " Fy Fz Mx My

5 6 7

0.000E+0000 -2.520E+0001 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 -1.510E+0001 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 -1.510E+0001 0.000E+0000 0.000E+0000 0.000E+0000

4. 500E +0!~00 0.000E+0000 0.000E+0000

_8~~0. 000E +000c..:.0__,-2=·~~0E +0~_~J_'2.!>_00_0_(!_~5'~~~ 00~_!;±_00~0 . ·-~f?0~E+0000 -4. 5e•0E +0N10 4. 50€•E +00<:?0 0. 000E +00~?0 I 0. 000E +00•~0

9 10 11 12 13 14 15 16 17 18 19 20 21

0.000E+0000 -2.520E+0001 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 -1.510E+0001 0a000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 -1.510E+0001 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 -2.520E+0001 0.000E+0000 0.000E+0000 0.000E+0000 -4. 5e•0E +0000

4. 5\~e·E +00•~0

23 24

0.000£+0000 -2.520E+0001 0.000E+0000 -1.510E+0001 0.000E+0000 -1.510E+0001 0.000E+0000 -2.520E+0001 0.000E+0000 -2.520E+0001 0.000E+0000 -1.510E+0001 0.000E+0000 -1.510E+0001 0.000E+0000 -2.520E+0001 0.000E+000~ -1.150E+0001 0n000E+0000 -3.300E+0000 0.000E+0000 -3.300E+0000 0.000E+0000 -1.150E+0001

Acceleration Data :

0. 000E +0e•00 0ft000E+0000 0. 000E +t~000 0. 000E +0~'00 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000

0.000E+0000 0.000E+0000 0. 000E +000€' 0.000E+0000 0.000E+0000 0. 000E +000\? 0.000E+0000 0. 000E +00e•0 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000


LOADS AT NODES FOR LOAD CASE : 2 Number F'·' "

Acceleration Data :

Fv I

Fz M._, "


0.000E+0000 0. 00-0E +0000 0. 000E +000fJ 0.000E+0000 0.000E+0000 0.000E+0000 -4.500E+0000 0.000E+0000 4.500E+0000 0.000E+0000 0.000E+0000 0.000E+0000 0.000E+0000 [ 0.000E+0000 -4.500E+0000 0.000E+0000 2.500E+0000 0.000E+0000 0.000E+0000 0.0e0E+0000 0.000E+000e 0.000E+0000 -2.500E+0000

I My Mz

•

I

. - - · - · -f:EAl'I DATA 35 f:e .:i.111-;.

CONNECTIONS nrn RELEASE CONDITION Number Endl End2 Ref Tn:ie CF~ -11. f;:-22 Twj.:.-tJ:1 CF'. -1 l F:-22 TwistJ:2

1 1 C" '"\C" 1 1 1 1 1 1 1 ,_, C...J ... ':> 5 6 .-.c:- ':) 1 1 1 1 1 1 L. C..J L.

3 '"' c_, '"·C" '"' 1 1 1 1 1 1 c. c.-• ..;;.

4 l. 7 ...,C" C" 1 1 1 1 1 1 ._, C.-• ·.J C" ._I 3 7 '"•C" C.,J . 3 1 1 1 1 1 1 6

.., ,... ';)C" ':> 1 1 1 1 1 1 I ·=> ;_..) L.

7 4 8 .-.c- ':l 1 1 1 1 1 1 c...) ....,

8 C" .... 9 ':> C" L...J 1 1 1 1 1 1 1

9 9 10 25 2 1 1 1 1 1 1 10 6 10 ':)C" 'J 1 1 1 1 1 1 1- ·..J ._, 11 10 11 '"\C" C" 1 1 1 1 1 1 c.-• -· 12 7 11 ';:)C" .......... 3 1 1 1 1 1 1 13 11 12 25 2 1 1 1 1 1 1 14 8 12 25 '"' 1 1 1 1 1 1 .;:,

15 9 13 ... c-C...J 1 1 1 1 1 1 1

16 13 14 -:)C" ':> 1 1 1 1 1 1 L...J L.

17 10 14 25 3 1 1 1 1 1 1 18 14 15 -:;)C"

L. ·J 5 1 1 1 1 1 1 19 11 15 ... c-

c.-1 3 1 1 1 1 1 1 20 15 16 25 2 1 1 1 1 1 1 21 12 16 25 3 1 1 1 1 1 1 22 13 17 25 1 1 1 1 1 1 l 23 17 18 25 2 1 1 1 1 1 1 24 14 18 25 'J 1 1 1 1 1 1 ._, 25 18 19 25 5 1 1 1 1 1 1 2.S 15 19 25 'J 1 1 1 1 1 1 ....,

27 19 20 25 ... 1 1 1 1 1 1 c 28 16 20 25 'J 1 1 1 1 1 1 ...., '"•Q c., 17 21 25 1 1 1 1 1 1 1 30 21 22 ,..,C"

C..J 4 1 1 1 1 1 1 31 18 22 25 3 1 1 1 1 1 1 32 22 23 25 6 1 1 1 1 1 · 1 r~rt

~.;:, 19 23 25 3 1 1 1 1 1 1 34 23 24 25 4 1 1 1 1 1 1 J. --·--· --- -------- ~ - ·- ·- - -- - - · ·- ------ -- ------· -------- - ·-

35 20 24 l"\C" 'J 1 1 1 c. .. • -· BEAM PROF'E!HIES : T"r'F'E 1 E = 2.700E+0007 ,; = 3. :;00E-e•\';102 111 = 1.170E-0004 !22 = E. S'30E-0005 J = 0. €•(:. <?.: E +0000

G = 0.000E+0000 Dens = 0.000E+0000 Alf ci. = 0.000~+0000

Tgl = 0.000E+0000 Tg2 = 0.000E+0000 UDL1 = 0. ~)00E +0000 UDL2 = 9. 800E -t·0000

TYPE 2 E = 2 . ?00E+0007 A = 5. 080£-·0€•02

111 = 2. 5C:00E-0004 122 = 1.300E-0004 J = 0. 0•~0E +0000

G = 0.000E+0000 Dens = 0.000E+0000 Alfa = 0.000E+0000 Tg1 = 0.000E+0000 Tg2 = 0.000E+0000 UDL1 = 0.000E+0000 IJDL2 = 2. 300E +0e•01

- --·- - . --~ -

TYPE 3 E = 2.700E+0007 111 = 1.170E-0004 G = 0.000E+0000 Tg1 = 0.000E+0000 UDL1 = 0.000E+0000

T''!'f'E . 4 . E = 2.700E+0007 111 = 3.560E-0004 G = 0.000E+0000 Tg1 = 0.000E+0000 IJDL1 = 0. 000E +~)000

TYPE . C' . -· E = 2.700E+0007 Ill = 7.E:20E-0005 G = 0.000E+0000 Tgl = 0. e'100E +0000 UDLl = 0.000E+0000

T''r'PE . 6 . E = 2.700E+0007 111 = 7.820E-0005 G = 0.000E+0000 Tgl = 0.000E+0000 IJDL1 = 0.000E+0000

-- - ·--- -·

A = 122 = Den:. = Tg2 = UDL2 =

A = I2E' = Dens = Tg2 = UDL2 =

A = 122 = Dens = Tg2 = UDL2 =

A = 122 = Dens = Tg2 = LIDL2 = - - -·- ·-··-

'1 3 ·- I

3.500E-0002 8. 930E-13005 0.000E+0000 0. 000E+0000 0. 0•~0E-t·0000

5 . 0:30£-0002 1.300E- 0004 0.000E+0000 €'. 000E +0e100 1.710E+0001

3.060E-0002 7.820E-0005 0.000E+0000 0.000E+0000 2.240E+0001

3.060E-0002 7.820£-0005 0.000E+0000 0.000E+0000 1.650E+0001

J = 0.000E+0000 Alfa = 0.000E+0000

J = 0.000E+0000 Alfa = 0 . 000E+0000

J = 0.000E+0000 Alf ci. = 0.000E+0000

J = 0.000E+0000 Alf.a = 0.000E+0000

il 3 2

STATIC t~ODE DISPLACEMENT DATA ------------------------------

Filena111e . a:fra111e . Headin•J . .

STRAND V05

Load Case . 2 . NUMBER Dv

" Dy Dz F,·~.1 '" Ry F-~z

1 0.0000 0.0000 0. 000e, 0.0000 0.0000 0. 0<:>~30 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4 0.0000 0.0000 0.0000 0.0000 0.0000 ~L0000

5 0.2552E-02 -0.4867E-03 0.0000 0.0000 0.0000 -0.1710E-02 6 0.2546E-02 -0.5767E-03 0.0000 0.0000 0.0000 -0.1262E-03 7 0.2534E-02 -0.5810E-03 0.0000 0.e•000 0.0000 -0.1413E-02 8 0.2541E-02 -0.5625E-03 0.0000 0.0000 0.0000 -0. 31 '78E-03 9 0.4378E-02 -0.8046E-03 0.0000 0.0000 0.0000 -0.1265£-02

10 0.4349E-02 -0.9463E-03 0.0000 0.0000 0.0000 -0 .1168E-03 11 0.ll337E-02 -0. 5'538E-03 0.0000 0.0000 0.0000 -0.10'7E:E-02 12 0.4328E-02 -0.9180E-03 0.0000 0.0000 0.0000 -0.2121E-03 13 0.5668E-02 -0.1039E-02 0.0000 e.0000 0.0000 -0.1063E-02 14 0.5642E-02 -0.1214E-02 0.0000 0.0000 0.e1000 0.1092E-03 15 0.5630E-02 -0.1224E-02 0.0000 0.0000 0.0000 -0.9143E-03 16 0.5623E-02 -0.1172E-02 0.0000 0.0000 0.0000 0.5:323E-04 1? 0.6453E-02 -0.1186E-02 0.0000 0.0000 0.0000 -0.?E:86E-03 18 0.6431E-02 -0.1380E-02 0.0000 0.0000 0.0000 0.2601E-03 19 0. 6420E-€•2 -0.1391E-02 0.0000 0.0000 0.0000 -0.6845E-03 20 0.6417E-02 -0.1327E-02 0.0000 0.0000 0.0000 0.2534E-03 21 0.6793E-02 -0.1244E-02 0.000e· 0. 000.0 0.0000 -0.828t:E-03 22 0.6748E-02 -0.1445E-02 0.0000 0.0000 0.0000 0.~747E-03

23 0.6739E-02 -0.1457E-02 0.0000 0.0000 0.0000 -0.7402E-03 24 0.6703E-02 -0.1386E-02 0.0000 0.0000 0.0000 0.7206E-03

11331

Structural Analysis Results -- Beam Stresses.

Filename : a:frame H12ci.ding

LOAD CASE Ho. 2

STF:AND V05


1 1 2.787E+0002 1.344E+0001 1.049E-0015 9.009E-0016-1.772E+0001 0u000E+0000 2 5-2.787E+0002 2u452E+0000 4.372E-0016-9.009E-0016 1.549E+0000 0.000E+0000


1 5 2.261E+0000 3.493E+0000-8.643E-0016-3.867E-0016-3.103E+0001 0.000E+0000 2 6-2.261E+0000-3a331E+0001-4.696E-0016 3.867E-0016-4.832E+0001 0u000E+0000


1 2 3.303E+0002 1.724E+0001 2 6-3.303E+0002 1.676E+0001

BEAM NUMBER : 4

M2 V1 V2 TORQUE 1.613E-0015 1.927E-0015-2.061E+0001 0.000E+0000 1.567E-0015-1.927E-0015 2.061E+0001 0.000E+0000

End Node AX FORCE Ml M2 Vl V2 TORQUE 1 6 6.890E+0000-4.656E-0001-5.716E-0016-1.058E-0015-8.164E+0000 0.000E+0000 2 7-6.890E+0000-1u249E+0001-1.015E-0015 1.058E-0015-2~544E+0001 0.000E+0000


1 3 3.327E+0002-1.223E+0001 2 7-3.327E+0002-6.818E+0000

BEAM NUMBER : 6

M2 Vl V2 TORQUE 0.000E+0000 0.000E+0000 1.154E+0001 0.000E+0000 0.000E+0000-0.000E+0000-1.154E+0001 0.000E+0000

End Node AX FORCE Ml M2 Vl V2 TORQUE 1 7-2.786E+0000 5.192E+0000-7.883E-0016-3u780E-0016-3.123E+0001 0.000E+0000 2 8 2.?86E+0000-3.434E+0001-5.157E-0016 3.780E-0016-4.812E+0001 0.000E+0000


_. __ l __ - ~ _ 3. 222E +0002:-_1 !6~7~ +Q~~_1_ ~~ qi§'0E +0(~0~_ 0 .f0~~ ~~);~fie• 1" 922E +00~1 _ (L~00E +000~ 2 8-3.222E+0002-1.524E+0001 0.000E+0000-0.000E+0000-1.922E+0001 0.000E+0000


1 5 2.225E+0002-1.445E+0000-2.743E-0016-2.623E-0016-3.810E+0000 0.000E+0000 2 9-2.225E+0002-2.342E+0000-7.9?8E-0017 2.623E-0016-9.420E+0000 0.000E+0000


1 9 1u170E+0001 8.750E+0000-6.292E-0016-2.818E-0016-3.338E+0001 0.000E+0000 2 10-1.170E+0001~3.048E+0001-3.429E-0016 2.818E-0016-4.597E+0001 0.000E+0000

134


1 6 2.587E+0002 1.701E+0001 1.591E-0015 2.360E-0015-2.524E+0001 0.000E+0000 2 10-2.587E+0002 1.706E+0001 1.595E-0015-2.360E-0015 2.524E+0001 0.000E+0000

BEAM NUMBER : (fl~ ~ - - '· -

End Node AX FORCE Ml M2 Vl V2 TORQUE 1 10 6.317E+0000 5.480E-0001-4.474E-0016-8.17?E-0016-1.013E+0001 0.000E+0000 2 11-6.317E+0000-1.056E+0001-7.791E-0016 B.177E-0016-2.347E+0001 0.000E+0000

BEAM NUMBER : (t'.2] End Node AX FORCE M1 ~2 Vl V2 TORQUE

1 7 2.610E+0002-q.781E-0001 0.000E+0000 0.000E+0000 1.869E+0000 0.000E+0000 2 11-2.610E+0002-2.045E+0000 0.000E+0000-0.000E+0000-1.869E+0000 0.000E+0000

BEAM NUMBER : ~13~ End Node AX FORCE Ml M2 Vl V2 TORQUE

1 11 3.648£+0000 9.439E+0000-5.983E-0016-2.843E-0016-3.332E+0001 0.000E+0000 2 12-3.648E+0000-3.136E+0001-3.824E-0016 2.843E-0016-4.603E+0001 0.000E+0000


1 8 2u488E+0002-1.460E+0001 0.000E+0000 0.000E+0000 2.200E+0001 0.000E+0000 2 12-2.488£+0002-1.510£+0001 0.000E+0000-0.000E+0000-2.20~E+0001 0.000E+0000


1 9 1.639E+0002-1.908E+0000-3.176E-0016-4.050E-0016-2.284E+0000 0.000E+0000 2 13-1.639E+0002-3.939E+0000-2.291E-0016 4.050E-0016-1.095E+0001 0.000E+0000


1 13 1.040E+0001 1.243E+0001-4.647E-0016-1.8£17E-0016-3.555E+0001 0.000E+000f? 2 14-1.040E+0001-2.667E+0001-1.725E-0016 1.847E-0016-4.380E+0001 0.000E+0000

BEAM NUMBER : 17 End Node AX FORCE M1 M2 Vl V2 TORQUE

1 10 1.875E+0002 1.287E+0001 1.204E-0015 1.856E-0015-1.985E+0001 0.000E+0000 2 14-1.875E+0002 1.393E+0001 1.302E-0015-1.856E-0015 1.985E+0001 0.000E+0000


1 14 6.544E+0000 2.295E+0000-2.334E-0016-5.465E-0016-1.234E+0001 0.000E+0000 2 15-6.544E+0000-8.986E+0000-5.864E-0016 5.465E-0016-2.126E+0001 0.000E+0000

BEAM l~UMBER : ff~ '411: . . ....

End Node AX FORCE Ml 1 11 1.891E+0002 9.243E-0001 2 . 15-1.891E+0002 1.560E-0001

BEAM NUMBER : 20

M,.., .• c Vi V2 TOF~QUE

0.000E+0000 0.000E+0000-8.003E-0001 0.000E+0000 0.000E+0000-0.000E+0000 8.003E-0001 0.000E+0000

End Node AX FORCE Ml r:2 Vl V2 TGE!JUE 1 15 2.878E+0000 1.270E+0001-4.527E-0016-1.921E-0016-3.538E+0001 0.000E+0000 2 16-2.878E+0000-2.751E+0001-2.102E-0016 1.921E-0016-4.397E+0001 0.000E+0000

BEAM NUMBER : 21 End Node AX FORCE Mi M2 Vl V2 TORQUE

1 12 1.776E+0002-1.176E+0001 0.000E+0000 0.000E+0000 1.835E+0001 0.000E+0000 2 16-1.7?6E+0002-1.302E+0001 0.000E+0000-0.000E+0000-1.835E+0001 0.000E+0000


1 13 1.032E+0002-3a988E+0000-5.120E-0016-6a697E-0016 5.465E-0001 0a000E+0000 2 17-1.032E+0002-5.680E+0000-3.920E-0016 6.69?E-0016-1.378E+0001 0.000E+0000


1 17 8.811E+0000 1.642E+0001-2.862E-0016-9.016E-0017-3.766E+0001 0.000E+0000 2 18-8.811E+0000-2.337E+0001-2.480E-0017 9.016E-0017-4.169E+0001 0.000E+0000

BEAM NUMBER : 24 End Node AX FORCE Ml M2 Vi V2 TORQUE

1 14 1.163E+0002 1.044E+0001 9.767E-0016 1.496E-00l.5-1.600E+0001 0u000E+0000 2 18-1.163E+0002 1.115£+0001 1.043E-0015-1.496E-0015 1.600E+0001 0.00iE+0000


1 18 6.372E+0000 3.800E+0000-4.897E-0017-2.825E-0016-1.449E+0001 0.000E+0000 2 19-6.372E+0000-7.259E+0000-3.748E-0016 2.825E-0016-1.911E+0001 0.000E+0000

BEAM NUMBER : 26 End Node AX FORCE Ml M2 Vl VE TORQUE

1 15 1.1?3E+0002 3.553E+0000 0.000E+0000 0A000E+0000-4.467E+0000 0.000E+0000 2 19-1.173E+0002 2.477E+0000 0.000E+0000-0.000E+0000 4.467E+0000 0.000E+0000

BEAM NUMBER : 27 End Node AX FORCE Ml V1 V2 TORQUE

1 19 9.479E-0001 1.628E+0001-2.922E-0016-1.016E-0016-3.740E+0001 0.000E+0000 2 20-9.479E-0001-2.412E+0001-5.834E-0017 1.016£-0016-4.195£+0001 0.000E+0000

BEAM NUMBER : 28 End Node AX FORCE Ml M2 V1 TORQUE

1 16 1.084E+0002-9.990E+0000 0.000E+0000 0.000E+0000 1.548E+0001 0.000E+0000 2 20-1.084E+0002-1.090E+0001 0.000E+0000-0.000E+0000-1.548E+0001 0.000E+0000

BEAM NUMBER : 29 End Node AX FORCE Ml M2 Vl V2 TORGUE

1 17 4.033E+0001-6.235E+0000-7.222E-0016-~.083E-0015 4.966E+0000 0.000E+0000 2 21-4.033E+0001-9u400E+0000-7.398E-0016 1.083E-0015-1.820E+0001 0.000E+0000

BEAM NUMBER : 30 End Node AX FORCE Ml M2 Vi V2 TORQUE

1 21 1.820E+0001 1.190E+0001-2.264E-0016-2.986E-0017-2.883E+0001 0.000E+0000 2 22-1.820E+0001-1.420E+0001 1.234E-0016 2.986E-0017-3.016E+0001 0.000E+0000

J 3_6

BEAM NUMBER : 31 End Node AX FORCE M1 M2 Vl V2 TORQUE

1 18 4.500E+0001 8.416E+0000 ?.870E-0016 1.268E-0015-1.356E+0001 0.000E+0000 2 22-4.500E+0001 9.888E+0000 9.246E-0016-1.268E-0015 1.356E+0001 0.000E+0000

BEAM NUMBER : 32 End Node AX FORCE Ml M2 Vl V2

1 22 4.637E+0000 4.314E+0000 1.495E-0016-1.030E-0016-1.153E+0001 2 23-4.637E+0000-5.575E+0000-3.040E-0016 1.030E-0016-1.322E+0001

BEAM NUMBER : 33

TORQUE 0.000E+0000 0.000E+0000

End Node AX FORCE Ml M2 Vl V2 TORQUE 1 19 4.572E+0001 6.546E+0000 0.000E+0000 0.000E+0000-9.892E+0000 0.000E+0000 2 23-4.572E+0001 6.807E+0000 0.000E+0000-0.000E+0000 9.892E+0000 0.000E+0000

-----... ---- ·------·---:- - ...-- -·· ·-:-

_ BEAM NUMBER : 34 End Node AX FORCE M1 M2 Vi V2 TOF:QUE '

0·. 000E +0000 0.000E+0000

1 23 1.453E+0001 1.238E+0001.-2.048E-0016-1.320E-0017-2.920E+0001 2 24-1.453E+0001-1.340E+0001 1.593E-0016 1.320E-0017-2.979E+0001


1 20 4.129E+0001-8.714E+0000 2 24-4.129E+0001-1.090E+0001

M2 Vl V2 TORQUE 0.000E+0000 0.000E+0000 1.453E+0001 0.000E+0000 0.000E+0000-0.000E+0000-1.453E+0001 0.000E+0000

137

APPENDIX 3

TABLES REPRESENTING TEST DATA

_J

Table A3. l Original Test Data of Deflections and Concrete Strains for Specimen P4

~ 0 1 2 3 4 5 6 7 8 q 10 11

?-..._

. lr'c -f()()bl

Pb -01.1111 3.0 60 q.o ft.O /~O 1a o 21.0 tkO 270 loo JJ.O

-·- .....

~t , 773 767 772 767 170 770 76~ 761 768 768 767 76'1

2 '12J qzo qzo l/21 918 f/20 920 f/20 q17 flit/ q1s 917 1~ ~ - - -c 11 3 8Jq 834 8111 840 BJ2 8J5 8JI B3f 82~ 830 832 't·~ 828 ·~ .~ --- -- ---~ ~ 4 8772 877 88f 878 13b5 86tf 86S 867 8~7 861 862 865 V) -...._

I l~ 5 840 841 639 842 8J8 (JIJ.O 838 811] 8.(10 8J7 8JJ, 830

6 7/fl 7J8 740 71/.0 739 71/.1 738 739 740 11J5 741 741 $~ ,__

II

o'.~ 7 931 935 </Of 920 9.21 </1b <118 </16 925 926 "'" 'lfl .c; ':1 ---& ·~ 8 9J7 C/37 </06 q14 922 fl28 t/14 QIJ 920 '120 f/18 (/I~ -~ .. _

..._

rlifof f 4¥/ 4.74 1/-.'lh 5.27 562 tomi e.n .. 6.fJ(} 6IJ1 6.8? .,.,, 7-88 8.1/.f 8 .8?

1mm1 "D;j C1-· r-r Ml( e--, 2 tb2B 16.21 f6.f// 16.07 t6.o2 15.96 15.110 15.8'i 15.8/. 15.74 15.1/6 1-562

!'"'"' - -~. of 3 fl6J ff.64 If. 70 If. 75 If 79 118J ff.86 !f.89 lf92 11.111 12.02 12.07 f .~ ~

(_r/11'1111 4 6 56 6 70 676 681 687 6.91 IJ.96 700 70li 7,f(J 716 7-21 fmmJ -- -·· ·- . -- - -.

I

12 13 ,, 15

J6.0 J,O ¥?0 ·HO

76(/ 76J 76J 76lf

</16 919 915 <ll~

8J2 1'28 829 622

86~ eb5 066 662

8JJ 8J1 830 6J2

7#2 71/.I 74-o 7~1

'112 '112 '112 t/lf

t/08 t/07 910 t/Of!J

9.i,4 f/97 (0.IJ2 11.20

15.57 !~. 'Sf f~. ~5 l~. Jt/

12.12 12.11 12·2! (2.27

7-28 7J~ 7.40 71/8

I

16 17

480 50.0

761 76<1

920 q22

8l8 f'34

86.t, 866

821 8~0

742 Jj/J

914 t/08

qoz eq1

14. 10 2/;M

!~!!, 1-5.JJ

12.JJ 1137

7~5 762 - - -

IB

5(1 (1

761

917

837 ·-

81>6

8.l 7

735 -- -

f//0 ---- - -

8tJ1

5JJ8

1~~1

1l.J8 -

76Z

-w 00

-er.

~ :; c: ·-eo

• i:: 0

..... .....

0 ...

____ , ___ _

i I ~ ' "' ' '° I I

139

~

"' '

~ c ~ ~ I ~ ""'

I I .... - -

i

(.1 • ,, ..,.

~ l e ~ .... ';"' I I

I

C,J I<::: ~ ~ ...... ~ ' I I

!

(.. t .

I i I "' j '<' I t- I Iii:• ("' ; (... ~ C'\I ! ("'

140

Table A3.3 Load-Deformation Test Data for P4

Load Load

M/Mp Deflection

6! Pb(KN) at load point Remark

Stage (Pc=lOO) (%) (mm) (mm)

1 0 0 0 ' 0

2 3.0 6 0.245 +0.245

3 6.0 12 0.470 +0.225

4 9.0 18 0.780 +0.310

5 12.0 24 1.130 I +0.350 First Crack

6 15.0 30 1.150 +0.380 !

7 18.0 36 1.930 +0.420

8 21.0 42 2.400 +0.470

9 24.0 48 2.820 +0.420

10 27.0 54 3.390 +0.570

11 30.0 60 3.920 +0.530

12 33.0 66 4.400 +0.480 I

13 36.0 72 4.950 +0.550

14 39.0 78 5.480 +0.530

15 42.0 84 6.030 +0.550 Initial Yield '

16 45.0 90 6.710 +0.680

17 48.0 96 9.610 +2.900 ,. l tl -~ . .:. 1-

18 50.0 100 20.390 +10.780

19 50.0 100 28.890 +8.500 Ultimate Load

141

Table A3.4 Load-Strain Test Data for P4

Load Load M/Mp Gauge 1 Gauge 2 G ~wge 3 Gauoe 4 e Gaug~ 5

Pb(KN) Strain 6c Strain 6c Strain 6c Strain

6c StrB.1n 6c Stage (%) c

( 10-0 ) c c (10-0)

c ( 10-0 )

c (10-0

) (Pc=lOO oo-') oo-'> ( 10-0

) oo-'> oo-') oo-') '

1 0 0 0 () 0 0 0

2 3.0 6 14 +14 20 +20 15 +15 20 +20 22 +22

3 6.0 12 31 +17 43 +23 34 +19 44 +24 47 +25

4 9.0 18 83 +52 96 +53 87 +53 135 +91 91 +44

5 12.0 24 300 +217 238 +142 195 +108 262 +127 174 +83

6 15.0 30 488 +188 432 +194 346 +151 493 +177 309 +135

7 18.0 36 688 +200 603 +171 512 +166 645 +206 512 +203

8 21.0 42 902 +241 809 +206 679 +167 872 +227 723 +211

9 24.0 48 956 +54 890 +81 754 +75 943 +71 836 +113

10 27.0 54 1251 +295 1210 +320 970 +216 1239 +296 1094 +258

11 30.0 60 1410 +150 1389 +179 1107 +137 1404 +165 1259 +165

12 33.0 66 1573 +172 1578 +189 1252 +145 1585 +181 1419 +160

13 36.0 72 1725 +152 1753 +175 1394 +142 1755 +170 1581 +162

14 39.0 78 1842 +117 1888 +135 1505 + 111 1885 +130 1704 +123

15 42.0 84 2021 +179 2047 +186 1656 +151 2064 +179 1872 +168

16 45.0 90 2205 +184 2124 +50 1809 +153 2147 +83 2024 +152

17 48.0 96 3158 +953 2158 +34 2081 +271 2165 +18 3457 +1433

18 50.0 100 4550 +1392 - - 2234 +153 2201 +36 - -

19 50.0 100 - - - . 4074 +1840 3055 +854 - -

. 5 b Note: E = 214 , x 10 MPa r:t = 2056 x 10 - .

Table A3.5 Original Test Data of Deflections and Concrete Strains for Specimen P2

~ 0 1 2 3 4 5 6 7 8 q 10

Lead [f't:-fOCt.N

3.0 6.0 q.o fZ.O 15.0 /8 .() 21.q 2/1 .0 270 JOO Ni Pb== O(_tlJ

Jj , <139.0 136.0 qz,,..5 1200 Q/0.0 900.1/. 8910 ee~o 871.0 ~7.0 837.0

r 2 700.0 69(JO b</J.O 6935 691.5 691.0 687.0 681.0 6~f0 6740 671,0 -~ ....... <7')

" 3 Qf/Z.5 qQ6.0 f/95.D 9'17~ f00-50 f000.9 10/0J fOI0.6 (0211.0 10120 (01/0!J ~~ -~ -.~

4 "530 ~61.0 489.0 5 ( 6.</ 563.0 60QJ 600.I,. 600,3 61tJ.2 fJ/10 628.0 ())~ ........ ......

~I 5 6165 651.0 822.'5 823.0 81<1'1 6210 827.~ SJIO fH2.S 8J1,0 8JZ.~

6 fZO-s'O 1270.5 t1<JCC IJ00.3 f'JOOA f~()(7.8 tJOlfJ.'I 1300.f fJf/0 i'OD,O f'JfO.J

$~ <()

~ft 7 15855 (~84.5 1~820 1583.0 1582P 1681.0 157~0 f~Tfl.b 1~710 f'36J.O 1566_0 ~ .ti

~~ 6 J60.0 JS-5.'5 ~570 JSS.O "J55!.1 :!S!O ~ 362(1 J58.S 35J.5 '*~S J~9.0 ::--

Dt_fof °""'· e.n .. , tJ qz '~ 08 '* ?6

f.4 4 I f4 70 1!1 (/fl 15 30 !56J (~tf8 16 41 16 88 -... ~.i!1~'1..) . D'f oj FrMJtf>- 2 '5 .42 .'f.4-2 15.JfJ 15 J~ l~Z? 1525 1~21 15.18

f-J '* 1510 15 06 ....... l~~-~

-

Def of 3 t . 18 ;. 28 228 2. 2/t- t.27 t.17 2.27 2.td 1. '25 1.24 2-23 flit'

(' dwrrn I,. 1-37 q. 36 fl.J1 q. 30 tf- 1~ 9-:J5 tf.36 t/.J7 ?.Jf fl 11' f.J~ (11111''

~--- ----· -'fvyilatt/iOMJIJ

!. 5(, l"fltW-t" 5 f-12 f . 2.<( f. "JJ ,f. J4 f.4f f./J8 1.lj2 f .t;7 f.60 1.71 (mAI)

11 12 13

JJ.O 160 JV.o

89'1,8 ~6J.O J87.0

666.0 6J2_0 6J20

!05;_~ !06f(J 105'/.0

6•f.0 657.0 6~5.0

8Jf.0 eJJ.O 8J(O

1mo 1272.0 HOf.0

IS TIJ!J 1575,0 IS75,0

31!!,0 ~-510 ~~5_()

aro 1? JO ?5 20

1502 '" tffJ

11/9~

221 2.17 t .06

9- 1~ tf. JI ?.n

l-CO 1.16 4..C'O

14

*20

-611J.O

10510

64/2

S?8.0

!ZS«J

1575.0

:J50,0

2.8 :!5

l~?/i

f .?7

f/.15

s.Je

15

~2.0

-

-

-

-

-

-

-

-

3190

-

-

-

-

,__. ~ N

Table A3.6 Original Test Data of Steel Strains for Specimen P2

~ 0 1 2 3 "' 5 6 7 6

~~ cA:.-100 lv) .lO 6.0 q.o 12.0 15.0 18.0 2!.0 t~.o fl,•OtltHJ

' . 4-5.0 156-0 JMO 5M .o 7M.O '15~.o trtno I tfOJ.o 1626.0

2 27.0 ff').O J64.0 654.0 (/l/(JO ff5l0 fJHO 1521/-.0 171J.0

J 1 7.0 67-0 152.0 268 .0 Jno 4'78.0 6~1- 0 78f.O 1Z(/.O k 1.0 6q.o !6J .O 110.0 5'1<1.0 777.0 q~5. o f!Z(J.O IJl6.0 -- - -5 2.0 J~o (// .O 17f.O lt/0·0 JQf.O 51(.0 61/2.0 780.0 ---.. ..

6 -44 7.0 -5'14 .0 -4Tz.O -ZJ<l.0 IJJ .O 17'5.0 '138 .0 f(/116.0 16(0.0

7 25.0 -14.0 -J4.0 -H.o -IKJ.O -no -1~0 -10.0 -51.0

8 - - - - - - - - -q -5.0 -35.0 -50.0 -67-0 -86.0 -1011.0 -lf'/.D -fJ5.0 -152.0

'° - - - - - - - - -,, - JO.O -18.0 -z7.o -z11.o -n.o ·JJ.O -~ . o -MO -5(.0

12 -17.0 -12.0 -ff.O -18.0 -25.0 -Jo.o -J*.O -3;.o -~?-0 -13 6-0 5.0 2.0 f . 0 9.0 t~. o J1.0 47.0 8f.0

~--·

14 1·0 6.0 o .o fJ.O 11.0 f8 .0 Z!J .O 51.0 (Jf.O

15 4.0 11.0 21/.0 3J.O 5f.O 67-0 f(q.O 175.0 21/5.0

16 2f.O 51-0 qo.o ft;0-0 356-0 ~J.O 621·0 76?.0 'llZ.O - - - -- ..

f7 22-0 16.0 ro.o -1.0 ~

-1·0 -fO.O -16.0 -;o.o -13.0

/8 -no -no -f6. 0 5.0 5.0 10.0 (3-0 15.0 l</·O

1'1 - f6f.O -f5T-O -tlJ5.o -149.0 -ffl/J.O -f Jfl.O -1no -1,,.0 -115.0

20 - - - - - - - - -----21 -180.0 -f87.0 -tQJ.o -1170 -fl?f.() -/qL.O -f8</.0 -fWj.O -188.0

22 -no -IJJ.O -<?VJ -fJJ.0 L.-_ ____ -fOJ.O -f() 7-0 -ffl.O -117-0 -110.0

23 fl.O 18.0 18.0 16.0 f8.0 18.0 f8.0 18.0 1eo -·--·

24 - - - - - - - - -2'5 - - - - - - - - -

-------- ··- -;6 · fJ8.C - //If) ,(! -f'f.J .O -/1!.0 - ff/f.O -f/Jl.0 -f~O. O • l*(.0 -f"f.0

··· ---·

27 ·H5.(l - 4 75.0 - 5f0.0 - 1/fo.o - ~58.0 -51Jl_O -60/J.0 -62(/.0 -tw7-0 ·------ · · >--- - - -

28 160.0 - f58.0 - 158.0 -tl<l a -fl,7-(l -fl/l·O -IJJ.0 -fJ7.0 -13f.O

t; 10 If

27.1) J(JJJ YJ ·O

l'l1J.O ZZOl/.D 297ff.O

ZIJfJ.O 2160.0 311/l.O

f(}l/0.0 1z11.o 140~. o

IS1~.0 l"lOl-0 f(/fJ .O

t/50-0 f080.0 121qo

66116.0 18611.0 1.Jl>ll 70

-f()l/.O -ffa.O -ITZ.O

- - --ITJ.O ·f&/.O -191.0

- - --~r.o -6J-0 -6'(.0

-•1-0 -4f.0 -•9.0

lf7.0 lf(J.0 ft/O·O

f/1.0 101.0 ff~O

'J(/S.O 51JJ.O 5'1'-0

fOSJ.O UJll.O 1510.0

-ZT.O - .J1-0 -.Jll.O

Zf-0 no J,.o -ltf.0 -ff6.0 -1(6.0

- - --(86.0 -18//.0 - /'fl. 0

-fl//. 0 -!28.0 -fJ6.0

f8 0 f8 0 f8 0

- - -- - -

- I.JS.a -IJT-0 -fl/.a.0

-611.0 -6Qf.O - 7/0.0

-119. 0 - I 16.0 -IJO.O

12 13

J6,(J 1'I. 0

J8lO.O -- -

1687.0 22110.0

2tf?O -tJHf.O 151!. 0

tTH.O 318f8.0

T·O e9.o

- --179.0 -168.0

- --7~0 -TJ.O

-5(.0 -51].0

Zl#.0 2-,1.0

fJf.O ,,r;.o 6 7rJ.O 1~ro

1111.0 1120.0

-30.0 -3.0

39.0 4.f.O

- f/O.(J -f!lO

- --lCJ.fJ -125.0

-fJ6.0 -!JJ.o

18 0 '10 - -- -

- fJ'?.O - tltJ.0

- 7 J¥.O -77f.O

-125.0 -tOl-0

14

1J1.o

----

161~. 0

-870

--(fJ.0

--no

-~.o

11>11.0

191.0

166.0

Zo<11-0

ze .o '51· 0

·ffJ.O

--267.0

- fJ4.0

180

-

--ff8.0

- Blf.O

-?J.O

---

- - --

~

~ Vol

Table A?t.7 Original Test Data of Deflections and Concrete Strains for Specimen M2

~ I

·""' 0 ' 2 3 4- 5 6 7 8 q 10

~ ~-6-5~ J.O ~ 6.0 q.o 12.0 15.0 16·0 2/.() 2/1.0 27. 0 27. 0 Ni ~ =O(lfN .. ,

~~ ' 66QO 61' ~o 63(?0 618.0 600.0 575.0 H~O ~14.0 4f4.0 "17.0 -Cl)~ p 2 f87.0 18fJ.0 11 l'i.0 168.0 165_6 11.JS.O 127.0 oqq_o Ot/2.J Of/f.O oqqo

II 3 166_0 20<f.O 2 IJ 7.0 J/6.0 465.0 //90.0 62'.0 80]0 10~8.0 1~85.0 1e2ao ~~ -~ -~ .,;:;; ;';) 4 '74.0 62~.0 686_0 764.0

V) ~ 8570 '118.0 11:18.0 14 71/.0 16'11/.0 2J00.0 ~21/-Q.0

'""' 112'1.0 I 10 2/J.O

JI 5 fl J 6.0 llJ T.O 1140.0 11~0.0 1132.0 11//fO llJ~O ff 27.0 1126.0

6 ff81.0 108tf.O IO?J.O 1095,0 IOt/7.0 /100.0 100/.0 100".o f00//.;0 1001.0 t(J()4_o ~~

-~ ~

~n 7 teM.O f8600 f8f 5.0 ltH4_0 fl)-'; /0 f848!J f!Jl/8.0 181/J.O f8~f.O f8JT.IJ f8J?.O

] '~ .s 8 706_0 6t/8p 6f/6.0 6?5.0 6?0.0 687.0 685_0 682() 678.0 671!.0 678.0 (/) ~ ~-

n.fof f /J tr; f.J 118 f.J 76 14 08 I.~ 46 ll/?O l~ 1/0 1.614 1.7 21 l.t/ 70 Z.! 65 Cotm.'3e-

_J_ i_flr!l ) C'#f of FTMWe-c 2 15.62 15.58 f?.51 1-5.115 15.J</ 15. -,2 !5.25 f~ . 17 /~.(}8 ,,,._t/9 !~ .02

wm_!'J_

f\,f of 3 6.7? 6.77 6.~o 6.8J 6.IJ6 6.?0 6.?J 6.(/7 1.t70 7.QJ 7-00 fh,_

Cdum1t 4 8.52 8- ~2 9.55 8 .58 8 .60 8. 64 8 .&6 8 .68 9.70 8 .71 8 .6? (mmJ

!'-.: •

~~- 5 .5.lJ 6.J6 6.lt-3 6 .46 6.~7 6.67 6. ]f{ 6.Y1 to J 7-2? 7-61 ("t"'.J

Table A~.8 Original Test Data of Steel Strains for Specimen M2

~ 0 1 2 J 4 5 6 7 8

,;;,s;_ (/l:- 65 bt) 3.0 6.0 io 12.0 15.0 tfJO 21.0 2~. o f'b•OIJ>/) , J2.0 Ztt/.O 47b.O 710.0 <rno lf77.0 1~5.0 f77/.0 ZfJO.O

'l -6.0 210.0 500 -0 777-0 10J2,0 ttfJ?.O 15'/5.0 tt/ft.o 2156.0 J f f .O 250·0 516-0 7J6.o q91.o ff/Jll.0 14-11?.0 11~.o ~/JO. O

L f. 0 2711.0 58?-0 8U.O 101/J.O fJ61.0 168/.0 ZO<J?.O 2~ff.O ----- --- - --·- · 5 z.o f</3 .0 3f/5.0 578.0 751/.0 <{flf.O lffJJ.O 13~2.o 1~211.0 --- - - .. .

6 21.0 -Zl.O -73.0 -flf.O -171.0 -zzq.o -1-m.o -1J6.0 -nr.o 7 26-0 -26.0 -68.0 -1n.o -118.0 -31JJ.O -455.0 -~6.0 -53</.0 8 fl.0 -9(.0 -fJ.o -l"f.O -((}5.0 -Zf!J.O -210.0 -~t.o -J(/1.0

9 7. 0 -~(. 0 -100.0 -157-0 - -ll/J.0 -J16.0 -~7.0 -510.0 -616.tJ

10 J .O -370 -87.0 -fJJ.O -175.0 -ZltJ.O -Z7'0.0 -JU.O -180.0

If -5J.O 2f/.O (O.J..0 ft5J.O 2111.0 -llj/.0 290.0 Jor. o Jlf.O -----12 -Zf.O 76.0 158.0 229.0 2¢1.0 287-0 329.0 J2l1.0 318.0

13 - - - - - - - - -- -14 1.0 fO.O /J .O 2f).0 J(J .O ?1.0 ffY/..O JOf.0 ~8J.O

15 5.o 7.0 fJ.O 50.0 5~0 (/f.0 151/-.0 Zfll.O 1/.16.0

16 IHJ.o 75.0 I J'f.O 275.0 !JJjff.O S"ll-0 7~<1.0 8?~0 IO~!J.0 -- - - -· f7 - l8.0 -.33.0 -41-0 -11q.o -5(1.0 - ~8.0 -59.0 -.t;h.O -~~. O

/8 -/M.O -IJ0.0 -J;.o -20.0 -5.0 60 J0.0 31-0 ~J.O

1q -210.0 - 1/)().0 - f'?0-0 -1rr.o -(6/J. 0 -1~.o -tl,l].0 -1'6.0 -f<'5,0

20 -Z66.0 -185.0 -300.0 -Jf5.0 '--

-JH.0 -3"5.0 -J5J.O -3611.0 -JM.o

21 - 6f~. o -MlO -6J1.0 -6U..O -615.0 · 5'/?-0 -577-0 -9'0.(J -5110.0

22 - llql/.O - 'i2f.0 -5M.O -5111.0 -600.0 -61fl.O -611/J.O -67~.o -68</.0 - - - ·--23 - fl.0 -lf.0 -12.0 -lf.0 - (0.(} -fj.O -ro.o -f.o -9.0 - - -24 l/o.o //.J.O 115.0 46.0 u'f.O ~9,0 f/.T-0 (l.IJ.0 //.2.0 ---;5 - hoq.o - 1/11 J.O - 477.0 -5fJ.O -55/.0 -58¥.0 -6fl.O -6'1.0 -637.0

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

: 6 - 254.0 -1511.0 -21~'!0 -250.0 -!5~.o -255.0 -7';;5.0 -l~?-0 -157.0 - ------

27 -qf(5,0 -5J1.o -57f.O -6ff0 -65~0 -6f/f.O -l7J.O -75a.o -781.0 ··- - ----~-- - - - · - - -

2fl -1/J;f.O -ns.o -425.0 -416 0 -4/J.0 -4o5.0 -3?6.0 -)f5.o -3f//,O

q

17-0

no11.o

111166.0

JD1'7.0

JfOT.O

l~f8 .0

-HJ.O

-86f.O

-6<».0

-817-0

-151.0

371-0

J2.6.0

-1011.0

5~1.0

l~'lf· O

-116.0

~o.o

-ff8.0

-370.0

-517-0

-10(.0

-8.0

lolf.0

-6J0.0

-Z'5lD

-800.0

-~no

10

17.0

67JZ.O

f01~8. 0

61~.o

120f6.0

2017.0

-d19.0

-8ff.O

-dJ~.o

-Hf.O

-f/8.0

~66. 0

JH.O

-128~.o

551.0

1957-0

- ~!J.O

52.0

-ftl.O

-36r.o -5~. o

-6'n.O

-8.0

Q.1.0

-616.0

-16Z. O

- 7?6.0

-467.0

--- ·

• I

---- ---

- - .

~

~ V\

Table A3.9 Original Test Data of Deflections and Concrete Strains for Specimen P3

~ 0 2 4 8 q 10 ,, 12 13 :t 15 16 I 3 5 6 7

fl Pc -IJ-s bl 3.0 6.0 q.o !20 /~.o 18 0 2/.0 1JI 0 27 0 JOO JJ.O 1 0 J'I 0 !NO "'30 ~J 0

f(i Pb ""Ot.kll

~] f 21/8.0 237.0 222.0 2f2.0 /QC/.7 188.0 175.0 f63.() '* 1.0 fJ2fJ ff J{J Of/8.0 .)7~0 OfJ 7.0 0'0.~ OOfJ.f -

~I 2 ff62.0 fl52.0 11110.0 fl 33.0 lf22.0 lflb.O f/03.0 f0'16.0 f083.0 1070.0 1056.0 101/.J.O f0220 fC~2.0 '1770 878.0 -

1~ II ff5f.O 1152()

~~ 3 f '" 7.0 f/70.0 flt/5.0 1220/J t26l0 1285.0 1310.0 fJJ~O 1360.0 fJ811.0 14010 14 JO.O !~67.0 2122.0 -

·a~ .,_ ~ 4 J83.0 3Qf0 3'14.0 416.0 1/-55,0 11-71/0 52</.0 560.0 5t/f.0 625.0 658.0 6<10.0 74()f) 7510 800.f f6!J.O -()) ~

........

~l 5 0002 ooof 0000 OOOf 0002 000/ 0001 0000 0000 0000 0000 0000 0000 0000 0000 0000 -

~ .~ 6 ~eta 502.0 ~8Z.O 58~0 584.0 ~8~0 583.0 ~84.0 ~72.0 5270 ?82.0 5"8J.O 57~.o 57<1.0 ~77.0 5770 -~~

<"Q

........ ~

°'

~" 7 ff76.0 1f85.0 1066.0 ff 67.0 ff67.0 116-S,O 1164.0 116J.O tl6f.0 fl~O.O ff58.0 f/57.0 f/56{1 11~1,fl 115]() lf5"J(J -

]'! e 562.0 558.0 557.0 555!) ~?5.0 ~?J.0 ~5f0 54?.0 ~/J6.0 543.0 '4f0 ~J7.0 515.0 5J2(J ,2?0 ,26() -(/")~ ~

Orf.of f I .2t/t? f. 3, If f.JJ4 1.351 /.376 f.400 /.l!:J7 f.1/55 f .48f f.509 f-5~2 /.578 f.622 /.675 f. 742 t.<110 t.fl2 Comt. f3m,,.

_!l~J r.:'-f of Fr~e..i 2 ff. 05 ff.05 10.q7 10.89 !0.8f /(). 74 f0.6J f(J.~6 10-5( 10.1/6 fO.J'l f0.12 fO. Zb 10. f/J 10./f ro.o!J --U!!~'

Drfof 3 f 3. 3 /f f 3.J8 /J.ilJ IJ. ,O fJ.56 IJ.62 fJ.7J /J.1tf tJ.8'5 13.qf 11/-.00 1//.08 11/. /8 14...JO 14.42 llJ. l.;8 -H~

CdW'11ll 4 fm1")

6-61 ti-72 6.77 6.8J I 6-88 6.<14'- 7-fJZ 7.()7 7.f J 7.18 7.2~ 7-J/ J.Jt? 7.49 1'8 7.62 -

"':Ii~-.../_ ~ 5 11. c;q ("'"')

,1q. /.;6 fq.60 f</. 72 f</. 62 If/. 8J zo.o~ 20.fl 20.2f 20.22 20.12 2t).l.q 2a.6Z 21. 75 I 2C'. 80 2f. fl) -

Table A3.10 Original Test Data of Steel Strains for Specimen P3

I~ 0 , 2 3 ~ s 6 7 8 ? 10 fl 12 13 14 15

ti.-~ <l!-85 tN 3.0 6.0 q.o 12-0 15.0 f8.0 2f.O 2~. o 27.(} 10.0 JJ.O !6.0 11/. 0 t,2.0 .qo P,,-0(101)

' ~.o 3q.o Zf7.0 J25.0 507.0 fn'l .tJ 601.(J '16J.O lf20-0 ttmJ.(J 1481/.0 1670·0 tlJ'lf. O Ztf37.0 JJ57·0 1.1155.0

2 s.o 56-0 259.0 HIJ.O d8f-O 713.0 qJ!-0 q(J(J.O f08f.0 ff 71-0 f:JJf.O f(J .3 3.0 re76.0 ZOl</.O ! 29qao - .

J O·O no f!Z.O 233.0 ,1;2.0 11'5.0 8/J7.0 988.0 1ffJ.O 1110.0 f" 76.0 t61q.a f1~(/..0 f'l~f.J. O I 2fY/.0 2?fJ.O ---f.. - f .0 3!/...0 {Y}.0 2~6.0 *41.0 6C6..0 7'17.0 C6f .0 t16f.O fJZf.0 •1190.0 t66f/. .O t8~6 .0 ,qqq.o 2f38.0 Zf55.0

- ----· s - - - - - - - - - - - - - - - -

--------·· 6 2.c -~7.0 -101.0 - fl/1.0 -1<1-5.0 -215.0 -1~'1-.0 -ze1.o -320.0 -J5J.0 -31J?.O -~15 .0 -467.0 -5fT.O -;r~.o -65?·0 ..

7 ;.c --so.o -lf6.0 -160-0 -10(/.0 -1/Jf.O -175.0 -3')6.0 -J~.0 -36~0 -3,1/.0 -6ff/.O -"IJ(J.0 -1111.0 --508.0 -511-1.0

8 :r .o -17.0 -uo -54.0 -62-0 -6".o -61/..0 -e1.o -fOJ.O -13z.o -IN..O -lo6.0 -155.0 -J06.0 -J68.(J -56f.O

9 2/.0 -zz.o --53.0 -6/J..O -78.0 -8f.0 -95.0 -- -f0/1.0 -na.o -1111.0 -111.0 -19(/.0 -nq.o -ze;.o -no.o -461.0

'0 O·O -1/.8.0 - fft.O -160.0 -135.0 -2~(.0 -316.0 -J76.0 -6Jf.0 -fflt.o -~fl.O -6(0.0 -66J.O -7JO.O -80f.O -t/J6.0 .

ff -4-.0 e.o 29.0 54.0 a1.o f03.0 (11.0 f'JO.O , 70.0 f'll·O 211.0 133.0 256.0 zn.o JOJ.O Jf1·0 ""'"' --· r2 -~ .D 1/..0 f5.0 210 36·0 57.0 (!)1.0 f<J8.0 118.0 111'/.0 I 74-.C f(/0·0 211.0 ZH.O Z6J.0 2~.o

·---· ·---

.;... ........)

13 o.c 6-0 fj .O ---- ff/.O 15.0 (j.0 fj .O fJ.O 15.0 f4 .0 ffl.,0 l~·O zo.o 11-0 ZJ.O 17-0

14 -fJ.O -29.0 -l;Q.O -56.o -6J5.0 -6*.o -H.O -~6.0 -30.0 -1e .o -•.o -J.o -f.O 60 ,~.o tl-0

15 f.O I/.() 7·0 TO 6.0 u.o 21.0 311.0 IJ8.0 6S.O 8'f.O ff9.0 f72-0 ?58-0 JJo.o 361-0 ~---

f(J 9.0 ( 7.0 f9.0 f8.0 11.a 25.0 32.0 115.0 ss.o 71·0 90./J 126-0 17/J. .O 1Jf/.O J~f-0 lµJq.O - - ---- ---·-

17 i/...O -5.0 -15.0 -21.0 -35.0 -45.0 -57-0 -69.0 -62.0 -~n.o -ff6.(J -rlJ.O -11/6.0 -f(Jl.O -1e1.o -187-0 ·------!8 -~6. 0 J5.0 -36.0 -39.0 -112.0 -u.o -160 -~6.0 -41.0 -41/.0 -~.o -HO -~8-0 -60.0 -61.0 -60.0

1q - - - - - - - - - - - - - - - -20 -180 -(~7.0 - ff~- 0 -111.0 -IJf.O -f'J'T. 0 -f/JJ.O -151.0 -1'51.0 -161.0 -f~'f.O -r6f(.O -t75.0 -f7q.o -1eC1.o -180.0

-- ---21 -51.0 -53-0 -33.0 -14.0 -8.0 7.0 22.0 5J,O 67.0 e1.o (JJ.0 fQl -0 25/.0 Jl5-0 J6?-0 J8?.0

·---· 22 _,6.o -61.0 -6?.o -710 -(36.0 -~1- 0 -fl?.O -111.0 -ff8.0 -125.0 -rJO.O -1~.o - f/J1.0 -fl/1-0 -/06.0 -70.0

--·- - -····- - - - ·- · ---· 23 - - - - - - - - - - - - - - - ----24 - - - - - - - - - - - - - - - -

--- - --25 . 13-;.n -93.0 -80.0 -76.0 -6'5.0 -56.0 -!17.0 -2~.o -20.0 -fz.o J .O 3(1 .0 ~6. 0 151/.0 14'/.fl lf'6 . f)

. ---- - - -- --·- - ·- ----· --- ·-·- · - -·- - · - ·· - -----· - ---- · -- ·-- - · · >----

;1, -111/.0 - f?0-0 - ff8 .0 -tZJC -tZ4'.0 -fl5.0 -115.0 -120.0 -121.0 - flJ.O - f 2'7.0 -lf8.o -ff J.O - fC'J.O -qe.c -?~. (J ------·

27 -HO -B().O - ffJ.() -132.0 -160.0 -f78.0 -r98.0 -11/,J.,0 -1J1.0 - 247.0 -MlO -17//..,~- ~f~D -Zfl0.0 -2(().0 - !Jll.O - - - · -- - -·- ·- - ------- ----- -- ------- ---

28 - f/J2.f1 - ftJ6 .0 - f3J.O - f30.0 -121. 0 -ff/f. O -108.0 -ee.o -84.0 -no -71.0 -r,9.0 -'57-0 -60.0 -51.J.O -51.0

148


Load Load Deflection

M/Mp CJ. f Pb(KN) at load point Remark

Stage (Pc=lOO) (%) (mm)

(mm)

1 0 0 0 0

2 3.0 7.14 0.4046 +o.4046

3 6.0 14.290 0.8636 +Q.4572 First Crack

4 9.0 21.43 1.245 +Q.3814

5 12.0 28.57 1.981 +0.736

6 15.0 35.71 . 2.718 +o.737

7 18.0 42.86 3.505 +o.787

8 21.0 50.0 4.343 +o.838

9 24.0 57.14 5.232 +o.889 -

10 27.0 64.29 6.325 +1.093

11 30.0 71.43 7.518 +1.193 Initial Yield

12 33.0 78.57 9.601 +2.083 -rii;ip._ -,, . -

13 36.0 85.71 21.29 +11.689

14 39.0 92.86 28.65 +7.36

15 42.0 100 36.65 +8.0CX>

16 42.0 100 44.40 +7.750 Ultimate Load

149

Table A3. 12 Load-Strain Test Data for P2

Load Load M/Mp Gauge 1 Gauge 2 Gauge 3 Gauge 4 Gauge 5

Pb( KN) Strain 6c

Strain 6c Strain

6c Strain 6c Strain 6c Stage (%) c

(10-0 ) c d c c

( 10-0 1 c

( 10-0 1 (Pc=lOO (10-'> (lo-'> ( 10- l I oo-'> ( 10-0

) (lo-'> (lo-'>

1 0 0 0 0 0 0 0

2 3.0 7.14 111 +111 88 +88 50 +50 62 +62 32 +32 I

3 6.0 14.29 317 +206 337 +249 135 +85 176 +114 89 +57

4 9.0 21.43 523 +206 627 +290 251 +116 363 +187 169 +80 I

5 12.0 28.57 703 +180 921 +294 360 +109 592 +229 288 +119

6 15.0 35.71 909 +206 1126 +205 481 +121 770 +178 389 +101

7 18.0 42.86 1144 +235 1318 +192 624 +143 948 +178 591 +130

8 21.0 50.0 1358 +214 1497 +179 764 +140 1121 +173 640 +121

9 24.0 57.14 1581 +223 1696 +199 912 +148 1309 +188 778 +138

10 27.0 64.29 1878 +293 1986 +290 1073 +161 1518 +209 948 +170

I

11 30.0 71.43 2159 +281 2333 +347 1205 +132 1695 +177 1078 +130

12 33.0 78.57 2934 +775 3115 +782 1448 +243 1906 +211 1245 +167

13 36.0 85.71 3775 +841 - - 1670 +222 2112 +206 1429 +184

14 39.0 92.86 - - - - 2223 +553 - - 1519 +90

15 42.0 100 - - - - - - - - 1626 +107

16 42.0 100 - - - - - - - - - -

Note: :E = 214 x 10 5 MPa cr = 2056 x 10 - 0.

150

Table A3.13 Load-Deformation Test Data for M2


M/Mp 6.f Pb(KN) m load point Remark

Stage (Pc=85) (%) (mm)

(mm)

1 0 0 0.000

2 3.0 11.11 0.584 ' +0.584 First Crack

3 6.0 22.22 1.295 +0.711

4 9.0 33.33 2.108 +0.813

5 12.0 44.44 3.073 +0.965

6 15.0 55.56 4.191 +2.388

7 18.0 66.67 5.461 +1.270

8 21.0 77.78 7.343 + 1.880

9 24.0 88.89 10.084 +2.743 Initial Yield

10 27.0 100 16.383 +6.035

'

11 27.0 100 23.876 +7.493 Ultimate Load

151

Table A3. 14 Load-Strain Test Data for M2


Pb(KN) Strain Strain Strain Strain Strain 6c 6c 6c 6c 6c

Stage (%) c c c c c

(Pc=85) (10-') (10-0) oo-') ( 10-0) oo-') (10-0) oo-') (10-0) oo-') ( 10-0)

I

1 0 0 0 0 0 0 0

2 3.0 11.11 187 +187 216 +216 239 +239 273 +273 191 +191

3 6.0 22.22 444 +257 506 +290 505 +266 581 +308 393 +202

4 9.0 33.33 678 +234 783 +277 725 +220 843 +262 576 +183

5 12.0 44.44 907 +229 1038 +255 948 +223 1092 +249 752 +176

6 15.0 55.56 1145 +238 1295 +2597 1173 +225 1360 +268 939 +187

7 18.0 66.67 1413 +268 1601 +306 1431 +258 1681 +321 1161 +222

.

8 21.0 77.78 1739 +326 1918 +317 1727 +296 2008 +327 1340 +179

9 24.0 88.89 2098 +359 2262 +344 ' 2069 +342 2310 +293 1522 +182 -

10 27.0 100 3172 +1074 4166 . +1904 3036 +967 3106 +796 . 1816 +294

11 27.0 100 4700 +1528 - - 4247 + 1211 - - 2015 +199

Note: E = 214. x 10 5 MPa r:r = 2056 x 10 - t>.

152


Load Load Deflection M/Mp Af

Pb{KN) at load point Remark Stage (%) (mm)

(Pc=85) (mm)

1 0 0 0.000

2 3.0 6.98 0.381 +0.381

3 6.0 13.95 0.889 +0.508

4 9.0 20.93 1.346 +0.457 First Crack

5 12.0 27.91 1.956 +0.610

6 15.0 34.88 2.565 +0.60

7 18.0 41.86 3.505 +0.940

8 21.0 48.84 3.962 .

+0.457

9 24.0 55.81 4.623 +0.661

10 27.0 62.79 5.340 +0.711

11 30.0 69.77 6.172 +0.838

12 33.0 76.74 7.087 +0.915

13 36.0 83.72 8.204 +1.117

14 39.0 90.70 9.550 +1.346 Initial Yield

15 42.0 97.67 11.252 +l.702

16 43.0 100 15.520 +4.268 ..

17 43.0 100 20.65 +5.130 Ultimate Load

153

Table A3. 16 Load-Strain Test Data for P3


Pb( KN) Strain Ac Strain Ac Strain

Ac Strain Ac Strain Ac Stage (%) c

( 10-cS) c

( 10-cS) c c c (10-cS)

(Pc=85) (lo-') oo-'> oo-'> ( 10-cS) ( 10-cS) oo-'> oo-') 1 0 0 0 0 0 0

2 3.0 6.98 36 +36 51 +51 27 +27 35 +3

3 6.0 13.59 214 +178 253 +202 112 +85 131 +96

4 9.0 20.93 322 +108 449 +196 233 +121 247 +116

5 12.0 27.91 504 +182 676 +227 542 +309 442 +195

6 15.0 34.88 · 656 +152 788 +112 715 +173 607 +165

7 18.0 41.86 799 +143 930 +142 847 +132 798 +191

8 21.0 48.84 960 +161 975 +45 988 +141 962 +164

9 24.0 55.81 1117 +157 1076 +101 1153 +165 1162 +200

10 27.0 62.79 1258 +168 1172 +96 1310 +157 1322 +160

11 30.0 69.77 1481 +196 1326 +154 1476 +166 1495 +173

12 33.0 76.74 1667 +186 1628 +302 1619 +143 1665 +170

13 36.0 83.72 1896 +229 1871 +243 1784 +165 1837 +172

14 39.0 90.70 2284 +388 2014 +143 1954 +170 2000 +163

15 42.0 97.67 3354 f+l070 2985 +971 2134 +180 2139 +139

16 43.0 100 4752 +1398 - - 2213 +79 2156 +17

17 43.0 100 - - - - - - - -

Note: E = 214 x 10 5 MPa cr = 2056 .x 10 -0

.

Table A3. l 7 Original Test Data of Deflections and Concrete Strains for Specimen Ml

~ 0 2 J,. 7 8 q I 3 5 6 10

LcW . 'Pc-15/Jl:JI J.O 6.0 q.o !l-0 15-0 18·0 2/.Q Z/1.0 27. 0 J0.0

wn Pt. -or~

~~ I 2360 l361 2361 2361 2J5f ZJJ8 ~Z6 2JOf 2Zf/t, 2283 2266

ii 2 201,i.q 201/5 2016 20ZJ 202a zotq 2012 2001' 1qqq tff/11 1'186

II 3 ~580 1'680 5080 5¥50 5860 6220 6620 7()10 7" 10 1QIO 8150

!·~ 4 2179.0 21?2.0 221.J2fJ 228?,0 23Jao 21/:JO,O 218QO 2S3~0

..:; ., 2J~50 2586!1 2620() V)~

ll s 1'128.0 l?JO.O ff/30.0 191 f.O I'll ~O IQ lfO 191/ip ft/25.0 tt/210 1911.0 l'IJ6.0

6 2368 2370 2370 2360 2Jol 23'>3 23~ 2J65 2'J6</ 2370 2J7f

:5~ '01~ 7 2289 2189 2286 2287 2283 2283 2280 2279 2217 227i, 2272 .'!; ~

& :~ 8 1952 f9~0 ffl~7 lt/1/9 l?-4'6 ft/45 1'1.ft.3 193'1 11/J(J 192</ ft/28 ...... ......

Defof t. 581 / .5 90 / .610 / .610 CDlm. f3sM, I f.666 / .685 I. 706 1.72~ /. 75J f.778 /.8011

I i~)

D~of z 10.82 10. 79 10.71 10.12 10.07 10-00 Fr01rt8o- /O.IJO JO..J5 10.19 10·13 10./'I '""")

Orf of 3 10.93 10.95 10.qs 11.27 1f.JO If. JIJ ff.J6 11.~o fl. /J6 f/.50 1/.56 tlae

Cd.wnn 4 J.60 J .62 J.65 J. <17 4.01 4.01/- 1/..06 11.IO IJ../4 4.18 4.tJ Im"')

7:7~-: · 5 17.60 I 7- 615 17. 71 17,q4 ( """)

f8 .02 18.fO 18./8 18.JO f8./J.0 f8. 50 f8 .,</

II 12 13

JJ.O 7.S.O 38.0

2211'1 2221, 2130

f'l]q 1q18 2006

8550 /0630 21?50

2669!' 286(0 -

1910.0 f92Q.O f'l 3 o.o

2372 23711 2J75

2269 2266 226~

lt/12 1?20 1912

1-837 1.910 2.240

"·"* Q.89 9-81/-

lf.~J ff.66 ff. JO

IJ .29 /,l..J2 4.:J5

18-72 19.oz 20.10

14

~ao

-

200J

-

-

191; ~o

2377

2262

I'//?

2.618

q.19

lf.72

~.38

21.81

15

~o.o

-

-

-

-

-

-

-

-

2-700

<;.tu

!f. 72

4.J8

Zl.14

~

V\ ~

Table A3. I 8 Original Test Data of Steel Strains for Specimen M 1

~ 0 f 2 3 4 5 6 7 6 ?

""'"~ <fl:. -15<JtN, lO 6.0 q.o 12.0 f5.0 18.0 2l0 2~.o 17.IJ P.,•o(W' , 25.0 106.0 2C8·0 H8.0 7Jlf.o 9n.o ftl6.0 '" 7 7.0 1787.0 106().0

2 12.0 fO/.;.O 21q.o r;oi;.o ---- - 761·0 tOH.O fZ7'?.0 f5/H.O f82f-0 2080.0

J zao --- · 101.0 2f2.0 l.!f7.0 617-0 a~.o fOOf.O 1205.0 f'H7.0 f577.0

I,. llJ.O HJ 0 218.0 508.0 - ----· ----- 7~0.0 q7~.o fflJJ.O , <-1?.o t6H.O flJf)J.0 .5 o.o 39.0 90.0 2111-0 11w.o 5?J.O 756.0 11flJ.0 (08/.() ft36.0 -- -- · - ·-- - -- ------6 2l.C -8.0 -IJ(.O -61-0 ---- -81/..0 -r~.o -fllJ .o -158 -0 -l<ltJ.O -lll-0 7 6 -0 -n.c -~.o -70.0 -90.0 -1or.o -/U.O -l~J.O -1~8 -0 -1n.o ,___ ____ 8 -(.0 - Jf.O -~1.0 -75.0 - f(lJ.O -f/5.0 -116.0 -f(/.().0 -1/M.O -/68.0 -9 -f.0 -JC.o -66.0 -70.0 - -- -TT.O -7q.o -7'(.0 -no -6S-O --54.0 10 f.O -llJ.0 -3'/.0 -~l/.O --- - -76.0 -<(6.0 -ffJ.O -110.0 -llJB.0 -16J.O I I -J8.0 -17.0 -2.0 )!J.O ----- ---- qq.o ff().() ,~.o f87.0 207-0 216-0 12 -8.0 -2.0 2.0 21.0 ---·-·- ·- - ·-- 07.0 1~0 101.0 11/J.O f4#.0 f~f.O

13 - (.0 -z.c -J.O fJ .O -- ·----- 15.0 J7.o f5.0 IJ.o 105.0 111.0

14 6.0 f .0 -fO -8.0 o.o 3.0 6 .0 q.o /J.O 11.0

15 f.O -, .() -l-0 f .O 16.0 J5.0 65.0 qo.o 120.0 161-0 ----16 2?.0 !JO.O 5f.0 6?_() ?6-0 f10.0 1n.o 19*.o 2f/.?.O JfO.O - ··----- · 17 JB.O J5.0 n .o Jo.o 26-0 20.0 15.0 7.0 f.O -7.0 /8 -q;.o -Bq.o -87-0 -8].0 -17.0 - 7f.0 -65.0 -~8.0 -5!.0 -50-0 I<( - JfJ.0 - 3!0.0 -Jo«o -195.0 -no.o -lfJO.O -llf·O -261/.0 -160.0 -1~1.o

20 -210.0 - l..:°Yf.O -;Jq..o -111-'?.0 -.l6f.0 -267.0 -271.0 -2tJ1.o -116.0 -3or.o ·-·- ---

21 - J2J.O -3ZJ.O -JZO·fJ - Jfl/ . .O - '!LJI?. 0 -;91.0 -.185.0 -170.0 -11/(/.0 -218-0 ---22 - zt; J.O -1~5.o -l68.0 -;'81.0 -Z?tJ.o -Jo5.0 -Jff.O - JZJ.O - JIJO.O -JSOO - - - ·- --- ---· 23 IJIJ.0 117.0 l.;8.0 (; IJ.0

----- -- - 1/-8.0 48-0 47.0 1/6.0 IJf.O 1/1-0 21, JC.0 I JB.O l.J5.{! 11q. (J 51.0 56-0 60.0 fnJ) 70.0 76.0 -- --·--

----371Y1 ~; r.o --

;r; - ~s~o - 3 7f.O - 391.0 -1;..1'/.0 -q1t;.0 -448.0 -/). -,0.0 -1'QJ.O

21/.0 1 -~oio--- ·-- -- · - .. ---- --- - - >---- --·-- ·---

i6 -JN.O -2C'J.0 -101.0 -ft;6.0 -r91.o -18q.o -1e~. o -167-0 -- ·---·- - -----

27 _,,f~ -4 r/J.O - t;.r; 7-0 -47~.o -5o<t.O - 571.0 -5~0.o -51,d.O -H6.o -616.0 - ---- -- -r------ r------ ----=8 -131/.0 - JJ5.0 -JJJ.C - ]3;.o -.3.3~.o -JZ'f.O -JZJ.O -Jll.O - 311.0 -Jf6.0

10 ff f2

J().O JJ.o J5.0

216J.o 2~(/.() .0 30Q1.0

UJ,.O 2.1>05.0 2178.0

1768.0 ft/1/5.0 21e~.o

2078.0 216/J.O 2211~.o

ft,oJ.O f5t/6. 0 170].0

-158.0 -16f/..O -ZJJ.O

-182.0 -1~. o -~f.0

-108.0 -131J.O -5f. 0

-11-f.O -1.0 ,2.(0.0

-rno -1(/6.0 -208.0

t~.o 1-57-0 tJS.O

(80-0 f(J(}.0 f~C.O

110.0 u9.o 157-0

11.0 ft.f. 0 1~. o

2/f.O 265.0 JJf.0

JB?.O 47/J..0 ~J6. 0

-11.0 -15.0 -1q.o

- f/.5.0 - //.(). 0 -J8.0

-Zt,J.O -2JT.O -2Jf.0

-108.0 -Jf6.0 -Jt.J.O

-f78·0 -1~.o -f2J.O

-J6f.0 -Ja!-0 -]rl1.0

J8.0 ~~. o -sr.o tH.o f16 .0 f6J.0

-50/J.0 -~170 - 5/6. 0 1---- -· ----~ --- - - · ·---

-tM.O -m~o - .t8tf.O

-&J8.0 -658.0 -676.o

-Jff.0 -'Joll.O -30'?.0

13 14

16.0 ~o.o

- -- -

2885.0 IJ661J.O

.2656.0 317f.0

177'1 ·0 tt'n7.0

-1181.0 -56(.0

l'IO. O fOf/./.O

IJ'l?.O 657-0

<;84.0 fJJ~O

JB.1.0 551.0

27f.0 21)7.0

27J.O J82·0

26fl.O J26.0

f//f{.O f7Q.0

IJ.l./*.O IJ'1</.0

513.0 6Jf.0

-11/-.0 -29,0

-no -37.0

-Ull.O -.J.1q.o

-Jiq.o -JJl/:O

-roz.o -fjl.O

-IJ05.0 -litf/.O

"3<1.0 J7.o

I 89.0 w-o ~

-'5M0 -~56 .G ~ -- - - · - · -

-IQC.0 -18/J·O

-6Q].O -1f].() - ·

-305.0 -'301.0

-- - - - -..

---

---·

--------

---· ·---

·--

---·- - · ----

-- ----

...... Vl Vl

Table A3. I 9 Original Test Data of Dcncctions and Concrete Strains for Specimen Pl

0 I 2 3 4 5 6 7 8 <I 10 11 12 13 14 15

c •15()~ n J.O 6.0 q.o rz.o l~O 16.0 2/.IJ Z/J.0 2.7. 0 JO.O JJ.O 16.0 JV.O *l-0 1'2.0 rb = Ot._,,

Ji I , I 2285.0 I 227(f,O I 2270.0 I 2262.0 I 22?'-0 I 11H.O I 22JWJ I 211/JO I 222QO I 2208,0 I 21'17.0 I 2175.0 I 2137.0 I l08fl.O I 20()()fJ. -

~g ~ ! 2 2436.0 f~32.0 24tB.o 21Ju,0 2111q,o 21/ 15.o 211111.0 t!Joqo 2906.o 2/JoJo 21100.0 2J?e!J 21116.0 Uf/8.0 j 21110.1 I -

1

~~ I I

~,i 3 11110 ttt/J.O !2fo.o fZJ5.0 f260.0 12f/t,o t1210 tJ61/..o 14ob.o f41#.J 111820 f5JSO ltJJ6.0 l~?O.o I - I -1

•

~~ I I I .d !!> ~~ 4 f0~6.0 f0?5.o f080.0 1107.0 lfl/.00 lf76.0 1211/.0 12S7.0 tJOSO 13,SO IJ9J.O f~56.0 lf2/,l;O U8'1.0 ~~ . . .

........

. ~ ~ ~ 5 2J15.0 2'18/J 250.0 2t;f.lj 250.0 2~9.0 21/80 2115.0 235.0 2'Jt/.0 236.0 229.0 224.0 20'1.0 277.0 . -

~ ~ 6 566.0 571.8 57J.O 57*.0 5750 574.D 57M 57lP 56311 5710 56l0 5610 567.0 5500 56'{0 ! - : : ~ I I

'Oi~ 7 51/2.0 540.0 5111.0 538.~ 538.0 5'J8.0 ~J6.fJ 5JSP ~JJ.0 S320 5JOfJ 5JQO 528.0 50/J.0 506!1 .C: ..._ I I ~1 I I I

ex~ 8 ~

Def.of Comt f3-i,,. I f li~I ~--

8~0,0 I 81/6,0 I 8/i lO I 8115.0 I BllJ.O I 81/J,0 I 818.0 I 8J7.0 I 8JS,0 I 833.0 I 82?.0 I 828,0 I 8270 I 800.2 I 800.0

f.4~ 1 l*Zo I ffl.J* I fllSO I 1./i6'i I f .,81/ I 1.so2 lt.5tt I f.'51/.1/ I f.565 I t.588 lt.615 111~~ I t.</50 12110 11'-~o

C-f of ,fTMW8oi 2 fJ.61 1362 1158 fJ52,fJ~7 IJIJ2 IJ. J7 IJ.J2 fJ .ZIJ fJ2! fJf~ l'J!f (J.06 IJ.00 fl,h 11</5 ~~- I I

r.fnf 3 fl8! 1287 129J 1299 I /JtJZ fJ08 fJIJ fJI? /314 1328 fJ~5 fJ*I 111/5 IJ5f IJ. IJO IJ70 flt~ : ;

c~u;::r I;. 7-05 7.C8 7.fl/- 7.ff{ I r1J l 1.27 7-JZ 7.18 7./if 1¢5 7.5( 7-515 7.IJO 7-b'S 7. 71 J.72

11.91 I ft.63 I 12.71 I fl.80 I 17.88 , ,2.?6 I fJ .07 I f].18 I 13.30 I fJ.3q I tJ.?I I tJ.67 I 14.17 I 11;,q2 I 16.40 I 16.flO :t,W"'-,,,~-' """')

5

......... VI

°'

Table AJ.20 Original Test Data of Steel Strains for Specimen Pl

I~

~ 0 ' 2 J ~ s 6 7 e ?

bu I.fl:= 15(} flt I 3.0 6.0 </0 12.0 15.0 !fJO lf.O 21,.0 27.0 F\=O<lr.!f1

' ·- - - - - - - - - -2 21.0 177.0 J81-0 5t?J.O 80S.O fOt,(/.O f118-0 lf(JO.(J f158 .0 .2028.0

J - - - - - - - - - -/,. J .O 47.0 tU.O .l.66-0 3tf6.0 5!Jl/.0 786.0 9a.f-0 uot;.o flµJ(J.O --- ·-5 - - - - - - - - - -- -- - - ·--

6 z.o -52.0 - 73-0 -8/.0 -8t.o -69.0 -t,(/.O -f8.0 21-0 78 -0 ~

7 - - - - - - - - - -8 / .O -19.0 -56-0 - 81/.0 -106.0 -'16-0 -161.0 -f51/.0 -170.0 -f7e.o q -s.o -55.0 -a~.o - fff. 0 -IJt.<J -ISl.O -188.0 -fU.O -Jo&.o -210.0

10 - - - - - - - - - -If -f6.o - 10.0 -a.o -ro.o - ((J.0 -8-0 -8.0 -~ .o o.o fJ.O

~----

12 -rq.o - 11.0 -16.0 -20.0 -J.o.o -20.0 -f6-0 -a.o f.O --- - · ·- - - · ,_._. 13 - - - - - - - - - ----- ---14 o.o - f. 0 -1.0 -ft. 0 -f7.0 -111.0 -Jo.a -J6.o -f/.f.0 -t,o.o 15 o.o fO 0

'" 0 31.0 4f.0 ~1.0 78 .0 21'1.0 ]11/IJ 55a-O

16 10.0 28.0 5!-0 fOQ.O t76.0 266.0 ]~2-0 ~l,J.O !,,l.O 6JB ·D ---- -17 f .0 -4.0 -90 -fJ.O -18·0 -21/.0 -2~.o -:JJ.O _,.,.(J -1J7.o ---18 -IJ8 .<J -Ho -1.1*0 -IJ.2.0 -JB.O -J6.0 -3*.o -J,.o -JO.O -.26.0

ff( - (J{l.(J -(~10 -(260 -M.o -flf.O -fO/i.O -97.0 -t?l·O -e1.o -11.0

20 - 1~q.o - (66 0 -1750 -fBI/ O - f~i-0 -1% .0 -.iot.o -.m.o -11.J.0 -216.0 - ---21 -181.0 - (78 0 -ITZO -15<(0 -1n.o -f26.0 -f<Jl-0 -8<(.0 -62·0 -w.o 22 - - - - - - - - - ---·- - -

23 M.o so.o !J?.O 11-9.0 ~l- 0 '5f·O 5(.0 50·0 ro.o lf.tf.O ---- - --24 - - - - - - - - - -;~ - 'ls.o - fCO·O -101.0 -ft2.0 -fU-0 -lf6.0 -115.0 -ff9.0 -107.0 -q5.o

... - ··- - - - · ·-· ·- - -- ·- - --- ·- --;IS - 108.0 -107.0 -/05-0 -fOJ.O -roo.o -~.o -98-0 -<n.o -no -</O.O

- ··----

Z7 -51'.o -f,;-0 - 1~ . o - 87-0 - QT.0 -fO<f.O -ff~O -1~0 -fJ</.O -/~f.(J - - --· --- ----

28 - 187.0 -f</f.O - f'I0.0 -187-0 -/~f-0 _, 7fl.o -f 77-<J -fJ6.0 -r70.o -fGft..O

10 ff 12

J(J. O ]J.(J ~- 0

- - -21:n<J 284('.0 J27!0

- - -flJ8f.O t7tf1·0 !9?1-0

- - -l4J. O 2UO 777.0

- - --ftJ0-0 -171.0 1610

-JJ1,0 -21~0 tf.1.0

- - -JJ.O 21/. 0 7f..0

8 .0 t]. 0 28.0

- - --o.o -"r.o -~. o

668.0 1Sl/.O 76q.O

7.tf.O 818-0 tOOJ,O

-51-0 -58-0 -67.0

-15.0 -1J.O -1J.O

-'70.C -6~.o -56.0

-.12f.O -23f.O -1JS.O

-1~0 -6.0 f5.0

- - -f/.fl .O f/.'{.O ~8-0

- - --q1.o -MO -64.0

---- -- ---- -- - --qf.O -~.o -?5.0

-((ii). 0 -170.0 -178.0

-(65.0 '161/..0 -15<(.0

13 14

Jfl.O /,2.0

- -1816.0 6!116.o

- -20 7f.0 2091.0

- -fHf.O !'109.0

- -581·0 ft2(.0

66f.0 15(8.0

- -.285.0 2Jt.0

f2q.O 2'14.0

- --91.0 -60.0

8fJ.O ~M-0

ffJl/.O 1.2/J.4.0

-71./-.0 -8.J.O

-2J.O -1J.0

-~.o -116-0

-.1J8.0 -.21)1.0

"'1-0 f2/J.O

- -f/.B-0 IJ7.0

- -_, r.o 4-9.0 - ------ ~-- - ---no -f0./.0

-f8fJ.0 -200. 0

- f5"0.f] -f58.o

IS

.(,2.0

---

4J~6.0

-.111/8.0

-11??.0

fd~S.O

-.2.67.0

J76.0

--5~.o

~fll.O

1122.0

-n.o -Jl.(J

-~. o

- ZJ7.0

11.Jl/.,.O

-(3f. O

-

7!-0 -- .

-fCYJ .0

- /(/7.0

-158. 0

-

I ·-- i I

~

V\ -.....)

158

Table A3.21 Load-Defonnation Test Data for MI


,I M/Mp 6.f Pb(KN) at load point Remark

Stage I (%) (mm)

(Pc=l50) (mm)

1 0 0 0.000

2 3.0 7.5 0.229 +0.229

3 6.0 15.0 0.737 +0.508 First Crack

4 9.0 22.5 1.575 +0.838

5 12.0 30.0 2.159 +0.584

6 15.0 37.5 2.642 +0.483

7 18.0 45.0 3.175 +0.533

8 21.0 52.5 3.734 +0.559

9 24.0 60.0 4.369 +0.635

10 27.0 67.5 5.004 +0.635 I ni ti al Yield

11 30.0 75.0 5.664 +0.660

12 33.0 82.5 6.502 +0.838

13 35.0 87.5 8.611 +2.109 • · 1t1al Y JF;tr

'

14 38.0 95.0 16.739 +8.128

15 40.0 100 26.340 +9.601

16 40.0 100 28.423 +2.083 Ultimate Load

159

Table A3. 22 Load-Strain Test Data for Ml


Pb(KN) Strain 6c Strain

6c Strain 6c Strain

6c Strain 6c Stage (%) c

(10-0)

c c c c ( 10-0 )

(Pc=150' <10-'> oo-'> ( 10-0) oo-'> (10-0) oo-'> ( 10-0

) oo-'> 1 0 0 0 0 0 0 0

2 3.0 7.5 81 +81 92 +92 87 +87 99 +99 39 +39

3 6.0 15.0 183 +102 217 +125 192 +102 224 +125 90 +51

4 9.0 22.5 433 . +250 497 +280 397 +205 494 +270 242 +152

5 12.0 30.0 709 +276 770 +273 607 +210 736 +242 443 +201

6 15.0 37.5 952 +243 1021 +251 789 +182 961 +225 593 +150

7 18.0 45.0 1191 +239 1267 +246 981 +192 1179 +218 756 +163

8 21.0 52.5 1452 +261 1533 +266 1185 +204 1415 +236 918 +162

9 24.0 60.0 1762 +310 1809 +276 1377 +192 1639 +224 1081 +163

10 27.0 67.5 2035 +273 2068 +178 1557 +180 1849 +209 1236 +155

11 30.0 75.0 2238 +203 2327 +259 1748 +191 2064 +215 1403 +167

I

12 33.0 82.5 2515 +277 2593 +266 1925 +177 2155 +915 1596 +193

13 35.0 87.5 3066 +551 2966 +373 2164 +239 2230 +75 1703 +107

14 38.0 95.0 - - - - 2865 +701 2642 +412 1779 +76

15 40.0 100 - - - - 3644 +779 3157 +515 1857 +78

16 40.0 100 - - - - - - - - - -

Note: E = 214 x 10 5 MPa cr = 2056 x 10 -0

.

160

Table A3.23 Load-Deformation Test Data for Pl

Load Load Deflection M/Mp ~!

Pb(KN) at load point Remark Stage (Pc=l50)

(%) (mm) (mm)

1 0 0 0

2 3.0 7.14 0.3048 +o.3048

3 6.0 14.29 0.6604 +o.3556 First Crack

4 9.0 21.42 1.0668 +o.4064

s 12.0 28.57 1.4478 +o.381

6 15.0 35.71 1.9304 +o.483

7 18.0 42.86 2.388 +Q.458

8 21.0 50.0 2.896 .

+0.508 I

9 24.0 57.14 3.454 +0.558

10 27.0 64.29 3.988 +0.534 Initial Yield

11 30.0 71.430 4.572 +o.584

12 33.0 78.57 5.512 +0.940 in:~ ' t.. Ji' ..

13 36.0 85.71 8.839 +3.327

14 39.0 92.86 13.767 +4.928 I I

15 42.0 100 23.165 +9.398

16 42.0 100 26.72 l +3.556 Ultimate Load I

161

Table A3.24 Load-Strain Test Data for Pl


Pb(KN) Strain 6c Strain 6c Strain 6c Strain 6c Strain 6c

Stage (%) c (10-0

) c

( 10-0 1 c c c

(Pc=I50 oo-'> oo-'> oo-'> (10-0) oo-'> (10-0

) oo-'> (10-0)

1 0 0 0 0 0 0

2 3.0 7.14 156 +156 44 +44

3 6.0 14.29 360 +204 130 +86

4 9.0 21.42 572 +212 263 +106

5 12.0 28.57 784 +212 393 +130

6 15.0 35.71 1028 +244 581 +188

7 18.0 42.86 1257 +229 783 +202

8 21.0 50.0 1479 +222 982 +199

9 24.0 57.14 1737 +258 1201 +219

10 27.0 64.29 2007 +270 1397 +198

11 30.0 71.43 2318 +374 1578 +181

12 33.0 78.57 2823 +505 1789 +211

13 36.0 85.71 3254 +431 1988 +199

14 39.0 92.86 3855 +601 2068 +80

15 42.0 100 4325 +470 2093 +25

16 42.0 100 - - 4386 +2293

Note: :r: = 214 x 10 5 MPa r:t = 2056 x 10 - 6.

162

APPENDIX 4

FIGURES BASED ON THE TEST RESULTS

Load (KN) so

50

40 r ..I .J ..u ,

30 I- ·--~ ~

20 ~ Di . :cw_w_-_-._~ J _ .k J

10

o--~~""-~~---~---.__~__...._~--~~---.~~ ....... ~~---~~---~~-o 1000 2000 3000 4000 5000

Fig. A4. 1 Load-Strain Curve for P4

I l:I Gauge I

• Gauge 2

I • Gauge 3

• Gauge4

I • Gague 5

- 6 Strain (10 )

""""' 0\ v.>

Load(KN)SOr--~~...--~~-r-~~--~~---~~--~~---~~---~~---.

40

B Gauge 1

30 ~ f//~- ~ I • Gauge2

• Gauge 3 1 ......

°' 1

0 Gauge4 · ~

20 r I//// A,I~ 1 • Gauge5

10

o--~~---~~~--~~--..._~~--~~--..._~~--~~~---~~--Strain (10- 6)

o 1000 2000 3000 4000

Fig. A4.2 Load-Strain Cmve for P2

Load(KN)4or--~--~-.~--,~~~~-r-~-r~~~~~~--~--

30 I / I

a Gauge 1

• Gauge 2

• Gauge 31 """"" 20 I- I /// ~ I °' Vl

• Gauge4

• Gauge 5

I I# --~ I - -'

10

Strain (1o- 6)

1000 2000 3000 4000 5000

Fig. A4.3 Load-Strain Curve for M2

Load(KN)So.-~-.-~--,r--~--~---.~~~~-....~~---~---~~-.--~-.

40

10

Strain (10 -6) OD-~~---~~...._~~---~~.-..~~--~~---~~--~-----~~--~---

0 1000 2000 3000 4000 5000

Fig. A4.4 Load-Strain Curve for P3

Load(KN)SOr------T----------------------------------------------

40

a Gauge I

30 ~ / / Jff ~ I • Gauge2 I ~

O'I

• gauge 3 · .....)

20 l //~ R~ J I 0 Gauge4

• Gauge 5

I /#7 1't I I I + I 5 3 I

I I 10

Strain oo· 6 )

1000 2000 3000 4000

Fig. A4.5 Load-Strain Curve for Ml

Load(KN)SOr-~_,..~~..,-~--..~~---~--.....-~--~~--~--~~--~--

40

30 I , f I

D Gauge 2 ~

°' • Gaugc4 I 00

I /' L .J l"4 I 20

10

Strain (10- 6J

1000 2000 3000 4000 5000

Fig. A4.6 Load-Strain Curve for Pl

Load(KN)60r--~~~.,-~~~-,-~~~---~~~-,.~~~---..--~~---.

50

40 Pc

30 Pb

20

10

om-~~~~--~~~~---~~~~--.~~~~---~~~~~~~~~--

o 1 0 20 30

Fig. A4. 7 Load-Deformation Curve for P4

Def. (mm)

""""" C/'I \0

Load(KN)SOr--~---~--,~~~~~~--,,...--~-..-~-....~~--~--~--

40

30 Pc

Pb 20

10

Ol!I-~~--~~..._~~--~~..._~~"'-~~"'-~~"'-~~--~~--~__,

0 1 0 20 30 40 50

Fig. A4.8 Load-Deformation Curve for P2

Def. (mm)

....... -i 0

Load(KN)30r--~--~---~--~-----------~--------~-------------

20 Pc

Pb

10

Ol!J-~~~~.£-~~~~.._~~~~..__~~~~..__~~~~--~~~~

0 10 20 30

Fig. A4.9 Load-Defonnation Curve for M2

Def. (mm)

......... -...J .........

Load (KN) so

40

Pc 30

20

10

Q8-~~~~""-~~~--'...._~~~--'~~~~_.,~~~~---~~~~-

o 10 20 30

Fig. A4. IO Load-Deformation Cmve for P3

Def. (mm)

,...... -J N

Load (KN) so ,---~---r----~----r----~---

40

30 Pc

20

10

01'1-~~~~--~~~~L--~~~--'~~~~---.~~~~--~~~~-

o 10 20 30

Fig. A4.11 Load-Deformation Curve for M 1

Def. (mm)

"""'"' -...J w

Load(KN)sor-~~--.,.~~~--.~~~~~~---,,---~~---~~~-

40

30 Pc

20

10

o..-~~~~..._~~~~.__~~~__.~~~~__..~~~~----~~~~--

o 1 0 20 30

Fig. A4.12 Load-Deformation Curve for Pl

Def. (mm)

~

-....)

~

1993 strength and deformation behaviour of precast beam

Documents