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Islamic University of Gaza ŗƒƆƚŪƗŒŗŶƆœŞƃŒŖŨŹ

Higher Education Deanship œƒƄŶƃŒŘœŪŒŧťƃŒŖťœƆŵ

Faculty of Engineering ŗŪťƈƌƃŒŗƒƄƂ

Civil Engineering Department ƅŪſŗŪťƈƌƃŒŗƒƈťƆƃŒ

Design and Rehabilitation of Structures frac34ƒƋŋřƍƅƒƆŮřŝƆœƈŧŕŘŉŬƈƆƃŒ

Improving Fire Resistance of

Reinforced Concrete Columns

ϖϳήΤϠϟΔΤϠδϤϟΔϴϧΎγήΨϟΓΪϤϋϷΔϣϭΎϘϣϦϴδΤΗ

By

Khaled Mohammed Nassar

Supervised By

Prof Samir Shihada

A Thesis Submitted in Partial Fulfillment of the Requirements for the Degree of Master of Science in Civil Engineering Rehabilitation

and Design of Structures

˰ϫϡ

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Dedication

I would like to dedicate this work to my family specially my mother and

my father who loved and raised me to my loving wife and daughters and

to my brothers and sisters for their sacrifice and endless support

Improving Fire Resistance of Abstract Reinforced Concrete Columns

I

Abstract

Fire has become one of the greatest threats to buildings Concrete is a primary

construction material and its properties of concrete to high temperatures have gained a

great deal of attention Concrete structures when subjected to fire presented in general

good behavior The low thermal conductivity of the concrete associated to its great

capacity of thermal insulation of the steel bars is the responsible for this good

behavior However there is a fundamental problem caused by high temperatures that

is the separation of concrete masses from the body of the concrete element spalling

phenomenon Spalling of concrete leads to a decrease in the cross section area of

the concrete column and thereby decrease the resistances to axial loads as well as the

reinforcement steel bars become exposed directly to high temperatures

With the increase of incidents caused by major fires in buildings research and

developmental efforts are being carried out in this area and other related disciplines

This research is to investigate the behavior of the reinforced concrete columns at high

temperatures Several samples of reinforced concrete columns with Polypropylene

(PP) fibers were used Three mixes of concrete are prepared using different contents

of Polypropylene ( 00 kgmsup3 05 kgmsup3 and 075 kgmsup3) Reinforced concrete

columns dimensions are (100 mm x100 mm x300 mm) The samples are heated for 2

4 and 6 hours at 400 Cdeg 600 Cdeg and 800degC and tested for compressive strength

Also the behavior of reinforcement steel bars at high temperatures is investigated

Reinforcement steel bars are embedded into the concrete samples with 2 cm and 3 cm

concrete covers after heating at 800degC for 6 hours The reinforcement steel bars are

then extracted and tested for yield stress and maximum elongation ratio

The analysis of results obtained from the experimental program showed that the best

amount of PP to be used is 075 kgmsup3 where the residual compressive strength is 20

higher than of that when no PP fibers are used at 400 C for 6 hours Moreover

a 3 cm of concrete cover is in useful improving fire resistance for concrete structures

and providing a good protection for the reinforcement steel bars where it is 5

higher than the column samples with 2 cm concrete cover at 6 hours and 600 Cdeg


II

ΔλϼΨϟ

ϲϧΎѧѧΒϤϟΩΪѧѧϬΗϲѧѧΘϟέΎѧѧτΧϷϢѧѧψϋϦѧѧϣΓΪѧѧΣϭϖѧѧήΤϟήѧѧΒΘόΗˬϦѧѧϣϲѧѧγΎγήμѧѧϨϋήѧѧΒΘόΗΔϧΎѧѧγήΨϟϥΚѧѧϴΣϭ

ϜϳΔόϔΗήϣΓέήΣΕΎΟέΪϟΎϬοήόΗΪόΑΎϬμΎμΧϭΎϬϛϮϠγϥΈϓ˯ΎϨΒϟήλΎϨϋϡΎϤΘϫϻϦϣήϴΒϛέΪϗΐδΘ

ΎϋϞϜθΑϡϞϴѧλϮΘϟΔϠϴΌѧοΎѧϬϧΚѧϴΣΔѧόϔΗήϣΓέήѧΣΕΎΟέΪѧϟΎϬѧοήόΗ˯ΎѧϨΛΪѧϴΟΎϛϮϠѧγϱΪѧΒΗΔϧΎѧγήΨϟϥΈѧϓ

ϴϠδѧѧΘϟΪѧϳΪΣϥΎΒπѧѧϗϦѧѧϋΓέήѧѧΤϠϟΪѧѧϴΟϝίΎѧѧϋήѧѧΒΘόΗΎѧѧϤϛΓέήѧΤϠϟΕΎѧѧΟέΩΎϬΒΒδѧѧΗΔϴѧѧγΎγΔϠϜθѧѧϣϙΎѧѧϨϫϦѧѧϜϟϭ

γήΧϞΘϛϝΎμϔϧϲϓϞΜϤΘΗΔόϔΗήϤϟΓέήΤϟϲѧϓϥΎμѧϘϧΙϭΪѧΣϰѧϟϱΩΆѧϳΎѧϣϲϧΎѧγήΨϟήμϨόϟϢδΟϦϋΔϴϧΎ

ϪѧѧϴϠϋΔϴѧѧγήϟϝΎѧѧϤΣϷϲѧѧϓΔѧѧϴϟΎϋΓΩΎѧѧϳίϲϟΎѧѧΘϟΎΑϭϲϧΎѧѧγήΨϟΩϮѧѧϤόϠϟϊѧѧτϘϤϟΔΣΎδѧѧϣˬΪѧѧϳΪΣϥΎΒπѧѧϗΒμѧѧΗϚϟάѧѧϛ

ΎϬΘηΎθϫϦϣΪϳΰϳϭΪθϟϯϮϗϞϤΤΗϰϠϋΎϬΗέΪϗϞϠϘϳΎϤϣΔόϔΗήϤϟΓέήΤϠϟήηΎΒϣϞϜθΑΔοήόϣϴϠδΘϟˬάϫϭ

ϗϪϠϛΔϴϧΎγήΨϟΕθϨϤϟϲϓΕέΎϴϬϧϻΙϭΪΣϲϓήηΎΒϣϞϜθΑΐΒδΘϳΪ

ϲϧΎѧΒϤϟϰѧϠϋΎϫήτΧϭϖήΤϟΙΩϮΣΩΎϳΩίϊϣˬΈѧϓϥϭϝΎѧΠϤϟάѧϫϲѧϓϱήѧΠΗΔѧΜϴΜΣΔѧϳϮϤϨΗϭΔѧϴΜΤΑΩϮѧϬΟ

ΔϴϟΎόϟΓέήΤϟΕΎΟέΪϟΔΤϠδϤϟΔϧΎγήΨϟΔϣϭΎϘϣϦϴδΤΘϟΔϟϭΎΤϣϲϓΔϠμϟΕΫΕϻΎΠϤϟ

ΤΒϟάϫϝϭΎϨΘϳΔΤϠδѧϤϟΔϴϧΎγήΨϟΓΪϤϋϷϙϮϠγΔγέΩΚˬΕΎѧϨϴϋϲѧϓϦϴϠΑϭήѧΑϲϟϮѧΒϟϑΎѧϴϟϡΪΨΘѧγϢѧΗΪѧϗϭ

ΔΤϠδѧѧϤϟΔϴϧΎѧѧγήΨϟΓΪѧϤϋϷϲϟϮѧѧΒϟϑΎѧѧϴϟϦѧѧϣΔѧѧϔϠΘΨϣΕΎѧѧϴϤϛϰѧѧϠϋϱϮѧѧΘΤΗΔϴϧΎѧѧγήΧΕΎѧѧτϠΧΙϼѧѧΛΩΪѧѧϋϢѧѧΗϭ

ϲϫϭϦϴϠΑϭήΑ( 075 kgmsup3 and 05 kgmsup3 00 kgmsup3)ΕΫΔϴϧΎγήΧΓΪϤϋΐλϭΩΎόΑϷ

)mm300 mm x 100 mm xΔѧѧϔϠΘΨϣΓέήѧѧΣΕΎΟέΪѧѧϟνήόΘΘѧѧγϲѧѧΘϟϭ degC 600Cdeg004

degC800ΓΪϤϟϭˬˬΔϋΎγˬϢΛϦϣϭςϐπϠϟΎϬϠϤΤΗΓϮϗκΤϓέΎΒΘΧήδϜϟ

ϴϠδΘϟΪϳΪΣϰϠϋΔόϔΗήϤϟΓέήΤϟήϴΛ΄ΗΔγέΩϢΗϚϟάϛˬϖѧϤϋΪѧϨϋΪѧϳΪΤϟϥΎΒπѧϗϦϓΩϢΗΚϴΣϭϢѧγѧγϢ

ΓέήΣΔΟέΪϟΎϬπϳήόΗϢΛΔϴϧΎγήΨϟΓΪϤϋϷϲϓdegC800 ΓΪϤϟΕΎϋΎγˬΪѧϳΪΣϥΎΒπѧϗΝήΨΘѧγϢΗϚϟΫΪόΑ

ΔϟΎτΘγϻΔΒδϧΔϓήόϣϭΪθϟϞϤΤΗέΎΒΘΧϖϴΒτΗϭΔϴϧΎγήΨϟΓΪϤϋϷϦϣϴϠδΘϟ

ϥΎΒπѧѧϗΕΎѧѧϨϴϋϰѧѧϠϋϭΔϴϧΎѧѧγήΨϟΓΪѧѧϤϋϷϰѧѧϠϋΔѧѧϣίϼϟΕέΎѧѧΒΘΧϻϖѧѧϴΒτΗϦѧѧϣ˯ΎѧѧϬΘϧϻΪѧѧόΑΪѧѧϘϓϴϠδѧѧΘϟΪѧѧϳΪΣ

ϰϠϋϱϮΘΤΗϲΘϟΕΎϨϴόϟϥΞΎΘϨϟΕήϬχ075 kgmsup3ϴϠΑϭήΑϲϟϮΑϦςϐπѧϟϯϮϗϞϤΤΘϟήΒϛΔϣϭΎϘϣϱΪΒΗ

ΔΒδϨΑΓέήΣΔΟέΩΪϨϋϚϟΫϭϦϴϠΑϭήΑϲϟϮΒϟϰϠϋϱϮΘΤΗϻϲΘϟΕΎϨϴόϟϦϣdeg C ΔѧϴϨϣίΓΪѧϣϭ

ΕΎϋΎѧѧγˬΨϟΓΪѧѧϤϋϷΕΎѧѧϨϴϋϥΈѧѧϓϚѧѧϟΫϰѧѧϠϋΓϭϼѧѧϋΔϴϧΎѧѧγήΧΔѧѧϴτϐΗΎѧѧϬϟϲѧѧΘϟΔϴϧΎѧѧγήϯϮѧѧϘϟΔѧѧϣϭΎϘϣϱΪѧѧΒΗϢѧѧγ

ΔΒδϨΑήΜϛςϐπϟΔϴϧΎγήΧΔϴτϐΗΎϬϟϲΘϟΕΎϨϴόϟϦϣΓέήѧΣΔΟέΩϚϟΫϭϢγdeg C ΔѧϴϨϣίΓΪѧϣϭ

ΕΎϋΎγ

III

ACKNOWLEDGMENT

I would like to extend my gratitude and my sincere thanks to my honorable esteemed

supervisor Assoc Prof Samir M Shihada for his exemplary guidance and

encouragement

Also I would like extend my sincere appreciation to all who helped me in currying

out this thesis

I would like to thank all my lecturers in the Islamic University of Gaza from whom I

learned much and developed my skills

My deepest appreciation and thanks to every one who helped me in the completeness

of this study especially to the staff of Material amp Soil Laboratory in the Islamic

University of Gaza and the staff of Sharaf factory

IV

TABLE OF CONTENTS

ABSTRACT

I

ACKNOWLEDGMENT III

TABLE OF CONTENTS IV

LIST OF FIGURES VII

LIST OF TABLES IX

LIST OF APPREVIATIONS X

CHAPTER 1 INTRODUCTION

11 Introduction 1

12 Statement of Problem 2

13 Research Objectives 3

14 Research Methodology 4

15 Thesis Organization 5

CHAPTER 2 LITERATURE REVIEW

21 Introduction 6

22 Concrete 6

221 Benefits of concrete under fire 8

23 Physical and chemical response to fire 8

24 Spalling 11

241 Mechanisms of Spalling 12

25 Spalling Prevention Measures 14

251 Polypropylene fibers 14

252 Thermal barriers 15

26 Cracking 15

V

27 Effect of Fire on Concrete 17

28 Performance of reinforcement in fire 22

29 Effect of Fire on Steel Reinforcement 22

210- Effect of Fire on FRP columns 24

CHAPTER 3 EXPERIMENTAL PROGRAM

31 Introduction 25

32 Materials and Their Quality Tests 25

321 Aggregate Quality Tests 26

3211 Unit Weight of Aggregate 26

3212 Specific Gravity of Aggregate 27

3213 Moisture content of Aggregate 29

3214 Resistance to Degradation by Abrasion amp Impaction test 29

3215 Sieve Analysis of Aggregate 31

3216 Cement 32

3217 Water 33

3218 Polypropylene Fibers (PP) 33

33 Mix Proportions 34

34 Sample Categories 35

35 Mixing casting and curing procedures 38

351 Mixing procedures 38

352 Casting procedures 38

353 Curing procedures 39

36 Heating Process 39

37 Compressive and Tensile Strength Tests 41

38 Reinforcing Steel Tests 42

VI

CHAPTER 4 Results amp Discussion

41 Introduction 43

42 Effect of polypropylene content 43

421 Unheated Columns 43

422 Heated Columns 44

43 Effect of concrete cover 48

43 Effect of high temperature on steel reinforcement 50

431 Yield Stress 50

432-Elongation 51

CHAPTER 5 CONCLUSION amp RECOMMENDATIONS

51 Introduction 53

52 Conclusions 53

53 Recommendations 54

CHAPTER 6 REFERENCES

55

ABBENDIX A RESEARCH PHOTOS A

VII

LIST OF FIGURES

Fig11 Reinforced Concrete Column subjected to Fire Al Sultan Tower Jabalia 2

Fig21 Surface cracking after subjected to high temperatures 7

Fig22 Structural failure 7

Fig 23 Concrete in fire physiochemical process 9

Fig 24 Spalling in concrete column subjected to fire Alsultan Tower Jabalia North Gaza

Strip 12

Fig 25 The spalling mechanism of concrete cover 13

Fig 26 Polypropylene fibers provide protection against spalling 14

Fig27 Thermal cracks in a concrete column subjected to high temperature 16

F Fig31 Mold of Unit Weight test 27

Fig32 Specific Gravity test equipments 28

Fig 33 Los Angeles Abrasion Machine 30

Fig 34 Sieve analysis of aggregate 32

Fig35 Polypropylene Fibers 33

Fig36 Dimension and Reinforcement Details of Samples 35

Fig37 Mechanical mixer 38

Fig 38 Form of the moulds used for preparing specimens 38

Fig 39 Curing process for hardened concrete 39

Fig 310 Electrical Furnace for Burning process 39

Fig 311 Heating process Flow char 40

Fig 312 Compressive strength Machine 41

Fig 313 Tensile strength test for reinforcement steel 42

Fig 41 Relationship between axial load capacity and burning periods at 400 Cdeg 46


VIII

Fig 4 3 Relationship between axial load capacity and burning periods at 800 Cdeg 47

Fig 4 4 Relationship between axial load capacity and heating duration at 600 Cdeg

for different concrete covers 49

Fig 4 Relationship between yield stress of steel reinforcement and concrete cover

for 800 Cdeg temperature at 6 hrs 50

Fig 46 Relationship between elongation of steel reinforcement and concrete cover

for 800 Cdeg at 6 hrs 51

Fig A1 Mechanical Mixer A-1

Fig A2 Adding of Polypropylene to the mix A-1

Fig A3 Column samples in water A-1

Fig A4 Column samples in the open air A-1

Fig A5 Electrical Furnace A-2

Fig A6 Column samples in the electrical Furnace A-2

Fig A7 Cracks and Spalling after heating A-2

Fig A8 Compressive Strength test and column samples after test A-3

Fig A9 Yield stress test for the steel reinforcement A-4

IX

LIST OF TABLES

Table 21 Mineralogical Composition of Portland Cement 10

Table 31 Capacity of Measures 26

Table 32 Unit weight test results 27

Table 33 Specific gravity of aggregate 28

Table 34 Moisture content values 29

Table 35 Number of steel spheres for each grade of the test sample 30

Table 36 Sieve analysis of aggregate 31

Table 37 Ordinary Portland cement properties Test Results 32

Table 38 Properties of Polypropylene fibers 33

Table 39 mix design of the concrete column samples 34

Table 310 Concrete without PP and cover 20 cm 36

Table 311 Concrete with 05 Kgmsup3 PP and cover 20 cm 36


Table 313 Concrete with concrete cover 30 cm 37

Table 314 Concrete without PP 37

Table 41 The axial load capacity test results for the columns samples

with polypropylene fibers

44

Table 41 Percentage of reduction in axial load capacity at different of PP

and different temperatures

45

Table 43 the axial load capacity test results at 600 Cordm for 2 cm and

3 cm concrete cover

48

Table 44 Percentages of reduction in axial load capacity at

600 Cordm for 2 cm and 3 cm Concrete cover

48

Table 45 the effect of high temperature on yield stress of

steel reinforcement 50

Table 46 The effect of heating on the elongation of steel reinforcement 51

X

LIST OF APPREVIATIONS

RC Reinforced Concrete

PP Polypropylene

degC Degree Celsius

fc

Compressive Strength of concrete cylinders at 28 days

UTM Universal Testing Machine

ASTM American Society for Testing and Materials

ACI American Concrete Institute

Unit Weight

Abs Absorption

FRP Fiber-Reinforced Polymers

C-S-H Hydrated Calcium Silicate

SSD Saturated Surface Dry

SG Specific Gravity

BSG Bulk Specific Gravity

Wt Weight

OPC Ordinary Portland Cemen

wc Water cement ratio

C60 Concrete compressive strength of 60 MPa

XI

INTRODUCTION

Improving Fire Resistance of CH1 Introduction Reinforced Concrete Columns

Introduction

11- Introduction

Fire impacts reinforced concrete (RC) members by raising the temperature of the

concrete mass This rise in temperature dramatically reduces the mechanical

properties of concrete and steel Moreover fire temperatures induce new strains

thermal and transient creep They might also result in explosive spalling of surface

pieces of concrete members Fire is a global disaster in the sense that it disrupts the

normal human activities and leaves behind its scars for some time to come [1]

Concrete is a good fire-resistant material due to its inherent non-combustibility and

poor thermal conductivity Concrete is specified in buildings and civil engineering

projects for several reasons sometimes cost and sometimes speed of construction or

architectural appearance but one of concretes major inherent benefits is its

performance in fire which may be overlooked in the race to consider all the factors

affecting design decisions

Concrete usually performs well in building fires However when its subjected to

prolonged fire exposure or unusually high temperatures concrete can suffer

significant distress Because concretes pre-fire compressive strength often exceeds

design requirements a modest strength reduction can be tolerated But large

temperatures can reduce the compressive strength of concrete so much that the

material retains no useful structural strength [2]

A study of RC columns is important because these are primary load bearing members

and a column could be crucial for the stability of the entire structure


12- Statement of Problem

During the recent war in the Gaza Strip the veil uncovered on the extent of disasters

on constructions It was noted the large scale of destruction resulting from fires which

were either from direct missile hits or through flammable materials and burning and

flammable (eg gasoline) in the residential and industrial compounds The Sultan

Tower located in Jabalia was damaged by burning of flammable materials

Concrete structures when subjected to fire showed good behavior in general The low

thermal conductivity of the concrete associated with its great capacity of thermal

insulation of the steel bars is responsible for this good behavior However a

phenomenon such as the concrete spalling may compromise the fire behavior of the

elements

Fig11 Reinforced Concrete Column subjected to Fire Al Sultan Tower Jabalia


Spalling of concrete leads to a decrease in the cross section area of the concrete

column and thereby decrease the resistances to axial loads as well as the


To avoid spalling phenomenon several studies have been performed worldwide for

the development of concrete compositions of enhanced fire behavior

Concretes with polypropylene fibers showed good behavior at elevated temperatures

and controlling spalling of concrete [3]

In this research polypropylene fibers (PP) will be used in the concrete mix in order to

improve the resistance of RC columns to compression loads and also prevent spalling

of concrete in columns at elevated temperatures The polypropylene fibers (PP) will

be used in the reinforced concrete columns at different contents (05 kgmsup3 and 075

kgmsup3)

Also different concrete covers are to be used in order to study the effect of concrete

cover on elevated temperatures resistance of reinforced concrete columns

13- Research objectives

The main objective of this research is to increase the fire resistance of reinforced

concrete columns by preventing the spalling phenomenon of concrete

Access to fire-resistant concrete especially main structural elements such as concrete

columns through the following

1 Study the effect of concrete cover on enhancing fire resistance of reinforced

concrete columns

2 Determine the best amount of polypropylene fibers (pp) to be used in the

concrete mix for improving fire resistance of RC columns to compression

loads

3 Study the effect of elevated temperature and duration on the mechanical

properties and elongation of the reinforcement steel bars and the effect of

concrete covers of 2 cm and 3 cm


14-Research Methodology

1 Study the available researches related to the subject of the study

2 Execute a program of tests in laboratories inside and outside the Islamic

University of Gaza

Testing program will include the following

Define the properties of constitutive materials of concrete (cement fine

aggregate coarse aggregate steel reinforcement etc)

Examine the impact of polypropylene fibers (pp) on the reinforced

concrete casting with different contents (00 kgmsup3 05 kgmsup3 and 075

kgmsup3) of polypropylene fibers

Heating columns specimens in an electric furnace for different periods

of time (2 4 and 6 hours) at temperature degrees (400 Cdeg 600 Cdeg and

800 Cdeg)

3 Tests will be studying the capacity of the reinforced concrete columns under

axial load at materials and soil laboratory in the Islamic University of Gaza

4 Examination of reinforcement steel bars after exposure to elevated

temperature through the extraction of steel bars from column specimens then

subjecting those columns to yield stress test and maximum elongation ratio

5 Test results and data analysis

6 Conclusions and the recommendations of the research work based on the

experimental program results and data analysis


15- Thesis Organization

The thesis contains 6 chapters as follows Thesis Organization

Chapter 1 (Introduction) This chapter gives some background on fire effect on

concrete structures especially reinforced concrete columns Also it gives a description

of the research importance scope objectives and methodology in addition to the

report organization

Chapter 2 (Literature Review) This chapter reviews a number of studies and

scientific research on the impact of fire on reinforced concrete columns and ways to

improve the resistance of concrete columns against fire load

Chapter 3 (Experimental program) determine the basic properties of materials

consisting of concrete such as aggregate sand cement preparation of concrete

columns samples heating process and test of samples after heating

Chapter 4 (Results amp Discussion) This chapter discusses the results of the tests that

were performed on reinforced concrete specimens and reinforcement steel bars

samples

Chapter 5 (Conclusions and Recommendations) This chapter includes the

concluded remarks main conclusions and recommendations drawn from the research

work

Chapter 6 (References)

LITERATURE REVIEW

Improving Fire Resistance of CH2 Literature Review Reinforced Concrete Columns

Literature Review

21-Introduction

Fire remains one of the serious potential risks to most buildings and structures The

extensive use of concrete as a structural material has led to the need to fully

understand the effect of fire on concrete Generally concrete is thought to have good

fire resistance The behavior of reinforced concrete columns under high temperature is

mainly affected by the strength of the concrete the changes of material property and

explosive spalling

The hardened concrete is dense homogeneous and has at least the same engineering

properties and durability as traditional vibrated concrete However high temperatures

affect the strength of the concrete by explosive spalling and so affect the integrity of

the concrete structure

In recent years many researchers studied the fire behavior of concrete columns Their

studies included experimental and analytical evaluations for reinforced concrete

columns such as Paulo [3] Shihada [15] Ali [16] and Sideris [22]

This chapter discusses a number of researches and previous studies which were

conducted to study the effect of fire on reinforced concrete columns

22- Concrete

Concrete is a composite material that consists mainly of mineral aggregates bound by

a matrix of hydrated cement paste The matrix is highly porous and contains a

relatively large amount of free water unless artificially dried When exposing it to

high temperatures concrete undergoes changes in its chemical composition physical

structure and water content These changes occur primarily in the hardened cement

paste in unsealed conditions Such changes are reflected by changes in the physical

and the mechanical properties of concrete that are associated with temperature

increase Deterioration of concrete at high temperatures may appear in two forms

(1) Local damage (Cracks) in the material itself and Fig (21)

(2) Global damage resulting in the failure of the elements Fig (22) [4]


Fig 21 Surface cracking after subjected to high temperatures [4]

Fig22 Structural failure [4]

One of the advantages of concrete over other building materials is its inherent fire

resistive properties however concrete structures must still be designed for fire

effects Structural components still must be able to withstand dead and live loads

without collapse even though the rise in temperature causes a decrease in the strength

and modulus of elasticity for concrete and steel reinforcement In addition fully

developed fires cause expansion of structural components and the resulting stresses

and strains must be resisted [5]


221- Benefits of concrete under fire [6]

The benefits of concrete under fire include but not limited to the following

It does not burn or add to fire load

It has high resistance to fire preventing it from spreading thus reduces

resulting environmental pollution

It does not produce any smoke toxic gases or drip molten particles

It reduces the risk of structural collapse

It provides safe means of escape for occupants and access for firefighters

as it is an effective fire shield

It is not affected by the water used to put out a fire

It is easy to repair after a fire and thus helps residents and businesses

recover sooner

It resists extreme fire conditions making it ideal for storage facilities with

a high fire load

23- Physical and chemical response to fire

Fires are caused by accidents energy sources or natural means but the majority of

fires in buildings are caused by human errors Once a fire starts and the contents

andor materials in a building are burning then the fire spreads via radiation

convection or conduction with flames reaching temperatures of between 600 Cordm and

1200 Cordm

Fig (23) illustrates the behavior of reinforced concrete during heating and the degree

of effect at each degree of heating after one hour of exposure on three sides where the

increasing of temperature degree increases the deterioration of concrete member

Harm is caused by a combination of the effects of smoke and gases which are emitted

from burning materials and the effects of flames and high air temperatures [6]


Fig23 concrete in fire physiochemical process for one hour duration [6]

Chemical changes in the structure of concrete can be studied with thermo-

gravimetrical analyses The following chemical transformations can be observed by

the increase of temperature At around 100 Cordm the weight loss indicates water

evaporation from the micro pores Dehydration of ettringite

(3CaOAl2O3middot3CaSO4middot31H2O) occurs between 50 Cordm and 110 CordmThe mineralogical

composition of Portland cement shown in Table (21)


At 200 Cordm further dehydration takes place which causes small weight loss in case of

various moisture contents The weight loss was different until the local pore water and

the chemically bound water were gone Further weight loss was not perceptible at

around 250-300 Cordm During heating the endothermic dehydration of Ca (OH)2 occurs

between 450 Cordm and 550 Cordm (Ca (OH)2 rarr CaO + H2O Dehydration of calcium-

silicate-hydrates was found at the temperature of 700 Cordm [4]

Table 21 Mineralogical Composition of Portland cement

Some changes in color may also occur during the exposure for temperatures Between

300 Cordm and 600 Cordm color is to be light pink for temperatures between 600 Cordm and 900

Cordm color is to be light grey and for temperatures over 900 Cordm color is to be dark Beige

Creamy

The alterations produced by high temperatures are more evident when the temperature

surpasses 500Cordm Most changes experienced by concrete at this temperature level are

considered irreversible C-S-H gel which is the strength giving compound of cement

paste decomposes further above 600 Cordm At 800 Cordm concrete is usually crumbled and

above 1150 Cordm feldspar melts and the other minerals of the cement paste turn into a

glass phase As a result severe micro structural changes are induced and concrete

loses its strength and durability

Concrete is a composite material produced from aggregate cement and water

Therefore the type and properties of aggregate also play an important role on the

properties of concrete exposed to elevated temperatures

Mineralogical composition contribution ratio ( )

C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991

C4AF (4 CaO Al2O3 Fe2O3) 1198


The strength degradations of concretes with different aggregates are not same under

high temperatures

This is attributed to the mineral structure of the aggregates Quartz in siliceous

aggregates polymorphically changes at 570 Cordm with a volume expansion and

consequent damage

In limestone aggregate concrete CaCO3 turns into CaO at 800900 Cordm and expands

with temperature Shrinkage may also start due to the decomposition of CaCO3 into

CO2 and CaO with volume changes causing destructions Consequently elevated

temperatures and fire may cause aesthetic and functional deteriorations to the

buildings

Aesthetic damage is generally easy to repair while functional impairments are more

profound and may require partial or total repair or replacement depending on their

severity [7]

24- Spalling

One of the most complex and hence poorly understood behavioral characteristics in

the reaction of concrete to high temperatures or fire is the phenomenon of spalling

This process is often assumed to occur only at high temperatures yet it has also been

observed in the early stages of a fire and at temperatures as low as 200 Cordm If severe

spalling can have a deleterious effect on the strength of reinforced concrete structures

due to enhanced heating of the steel reinforcement see Fig (24)

Spalling may significantly reduce or even eliminate the layer of concrete cover to the

reinforcement bars thereby exposing the reinforcement to high temperatures leading

to a reduction of strength of the steel and hence a deterioration of the mechanical

properties of the structure as a whole Another significant impact of spalling upon the

physical strength of structures occurs via reduction of the cross-section of concrete

available to support the imposed loading increasing the stress on the remaining areas

of concrete This can be important as spalling may manifest itself at relatively low

temperatures before any other negative effects of heating on the strength of concrete

have taken place [8]


Fig 24 Spalling in concrete column subjected to fire (Alsultan Tower Jabalia North Gaza Strip)

241- Mechanisms of Spalling

Spalling of concrete is generally categorized as pore pressure induced spalling

thermal stress induced spalling or a combination of the two

Spalling of concrete surfaces may have two reasons

(1) Increased internal vapor pressure (mainly for normal strength concretes) and

(2) Overloading of concrete compressed zones (mainly for high strength concretes)

The spalling mechanism of concrete cover is visualized in Fig (25)


Fig25The spalling mechanism of concrete covers [4]

As concrete is heated the free water vaporizes at100 Cordm and expands thereby

resulting in increasedpore pressures Migration of some of this vapor to theinterior of

the concrete member where it cools andcondenses will result in an increasingly

wet zonesometimes referred to as moisture clog At somedistance from the hot

surface the vapor frontreaches a critical point at which a maximum porepressure is

achieved (further movement will result ina reduction in pressure)

The distance of this pointfrom the heated surface will depend on other concretes

permeability Pore pressure spalling occurs ifthe maximum pore pressure is greater

than the localtensile strength of the concrete However no porepressures have yet

been measured which would exceed the tensile strength of concrete which suggests

that pore pressure in isolation does not lead to theoccurrence of spalling

Strong thermal gradients develop in concrete as it isheated due to its low thermal

conductivity and highspecific heat These thermal gradients induce compressive

stresses close to the surface due to restrained thermal expansion and tensile stresses in

thecooler interior regions [9]


It is most likely that spalling occurs due to the combination of tensile stresses induced

by thermal expansion and increased pore pressure Much debatestill surrounds the

identification of the key mechanism (pore pressure or thermal stress) However it is

noted that the keymechanism may change depending upon the sectionsize material

and moisture content [5]

25- Spalling Prevention Measures

There are some principal methods by which the incidence of spalling can be reduced

251- Polypropylene fibers

One well-known method is the addition of polypropylene (pp) fibers to the concrete

mix This approach works on the basis that as the concrete is heated by fire the

Polypropylene fibers melt at about 160 Cordm - 170 Cordm thus creating channels for vapor to

escape and thereby release pore pressures The influence of compressive load during

heating is important Fig (26)

Fig26 Polypropylene fibers provide protection against spalling [10]

Tests have indicated that for unloaded concrete 1kg of fibers per msup3 of concrete may

be sufficient to eliminate spalling For a load of 3 Nmmsup2 the fiber content needs to be

increased to 15-2 kgmsup3 and for a load of 6 Nmmsup2 a further increase to 3 kmsup3 may

be required to combat explosive spalling Although concrete segments are lightly

stressed under normal conditions it should be pointed out that a circumferential

compressive hoop stress will develop in the concrete during heating which is a

function of the thermal expansion of the aggregate [10]


252- Thermal barriers

Another anti-spalling measure is to place thermal barrier over the concrete surface a

method sometimes used in tunnel construction Thermal barriers reduce the rate of

heating (and peak temperatures) within the concrete and thus reduce the risk of

explosive spalling as well as loss of mechanical strength They are therefore the most

effective method (pp fibers do not reduce temperatures) However there are two

potential drawbacks (a) the cost of the insulation is likely to be more than that of the

fibers and (b) with some of the manufacturers there has been a problem with

delaminating during normal service conditions

The design criteria normally are to apply a sufficient thickness of coating so as to

reduce the maximum temperature at the surface of the concrete to below about 300 Cordm

and the maximum temperature at the steel rebar to about 250 Cordm within 2- hours of the

fire It should be noted that experience indicates that while 25 mm of coating may be

adequate for concrete strength up to about C60 a coating thickness of 35mm may be

required for high strength concrete to avoid explosive spalling

Also there are some methods as

1- Spray coating of finished concrete with a substance that slows down the rate of

heat transfer from fire It is the rate of temperature change in the concrete that has

been proven to be at least as important a cause of spalling as the ongoing exposure

to high temperature itself

2- The relatively new concept to counter the spalling threat is to provide vents in the

concrete to alleviate pore pressure [9]

26- Cracking

The processes leading to cracking are generally believed to be similar to those which

generate spalling Thermal expansion and dehydration of the concrete due to heating

may lead to the formation of fissures in the concrete rather than or in addition to

explosive spalling These fissures may provide pathways for direct heating of the

reinforcement bars possibly bringing about more thermal stress and further cracking

Under certain circum stances the cracks may provide path ways for fire to spread

between adjoining compartments Fig (27)


The penetration depth of the crack is related to the temperature of the fire and that

generally the cracks extended quite deep into the concrete member Major damage

was confined to the surface near to the fire origin but the nature of cracking and

discoloration of the concrete pointed to the concrete around the reinforcement

reaching 700 degC Cracks which extended more than 30 mm into the depth of the

structure were attributed to a short heatingcooling cycle due to the fire being

extinguished [11]

The importance of the stress conditions in the concrete should be noted Compressive

loads which may arise from thermal expansion can be very beneficial in compact the

material and suppressing the formation of cracks this results in much smaller

degradation of compressive strength and elastic modulus than in specimens bearing

reduced loading [12]

Fig27 Thermal cracks in a concrete column subjected to high temperature [13]


27- Effect of Fire on Concrete

Concrete is arguably the most important building material playing a part in all

building structures Its virtue is its versatility ie its ability to be molded to take up

the shapes required for the various structural forms It is also very durable and fire

resistant when specification and construction procedures are correct Concrete can be

used for all standard buildings both single storey and multistory and for containment

and retaining structures and bridges

Under normal conditions most concrete structures are subjected to a range of

temperatures no more severe than that imposed by ambient environmental conditions

However there are important cases where these structures may be exposed to much

higher temperatures (eg building fires chemical and metallurgical industrial

applications in which the concrete is in close proximity to furnaces some nuclear

power-related postulated accident conditions and buildings that subjected to bombing

and arson)

Concretes thermal properties are more complex than for most materials because not

only is the concrete a composite material whose constituents have different properties

but its properties also depending on moisture and porosity Exposure of concrete to

elevated temperature affects its mechanical and physical properties Elements could

distort and displace and under certain conditions the concrete surfaces could spall

due to the buildup of steam pressure Because thermally induced dimensional

changes loss of structural integrity and release of moisture and gases resulting from

the migration of free water could adversely affect plant operations and safety a

complete understanding of the behavior of concrete under long-term elevated-

temperature exposure as well as both during and after a thermal excursion resulting

from a postulated design-basis accident condition is essential for reliable design

evaluations and assessments Because the properties of concrete change with respect

to time and the environment to which it is exposed an assessment of the effects of

concrete aging is also important in performing safety evaluations [14]


Paulo et al [3] presented the results of a research program on the behavior of fiber

reinforced concrete columns under fire Polypropylene fibers were included in the

concrete in order to enhance the fire behavior of the columns and avoid concrete

spalling Polypropylene fibers under elevated temperatures will create a network of

micro-channels for the escape of the water vapor and the use of polypropylene in

concrete improves the behavior of the columns in fire Thus the use of polypropylene

fibers can control the spalling

Shihada [15] Investigated the effect of Polypropylene fibers on fire resistance of

concrete In order to achieve this three concrete mixtures are prepared using different

percentages of Polypropylene 0 05 and 1 by volume Out of these mixes

cubes (100 times 100 times 100 mm) in dimension were cast and cured for 28 days The cubes

were then burned at 200 Cdeg 400 Cdeg and 600 Cdeg for 2 4 and 6 hours for each of the

three temperatures and tested for compressive strength Based on the results of the

experimental program it is concluded when Polypropylene fibers are used in certain

amounts they improve fire resistance of concrete Furthermore it is observed that

concrete mixes prepared using 05 by volume reserve more than 84 of the initial

compressive strength when burned at 600 Cdeg for 6 hours On the other hand samples

prepared using 0 Polypropylene reserve about 50 of their initial strength under

the same temperature and duration

Ali et al [16] presented the results of a major research executed on high and normal

strength concrete elements The parametric study investigated the effect of restraint

degree loading level and heating rates on the performance of concrete columns

subjected to elevated temperatures with a special attention directed to explosive

spalling The study included a useful comparison between the performance of high

and normal strength concrete columns in fire

Using polypropylene fibers in the concrete (3 kgmᶟ) reduced the degree of spalling

from 22 to less than 1 Also the study illustrated a method of preventing explosive

spalling using polypropylene fibers in the concrete


Hodhod et al [17] investigated the effect of different coating types and thicknesses on

the residual load capacities of reinforced concrete loaded columns when subjected to

symmetrical temperature rise up to 650 Cdeg for 30 minutes Seventeen RC column

specimens with concrete cover of 10 cm and a specimen dimensions (100 mm x150

mm x700 mm) were cast and reinforced with 4Ouml6 mm longitudinal reinforcement

bars and 7 Ouml 35 mm stirrups equally distributed along the length

Five different types of coating were used in this study namely traditional-cement

plaster perlite-cement vermiculite-cement LECA-cement and perlitegypsum Three

different thicknesses of 15 25 and 35 cm were used

Every column specimen was equipped with eight thermocouples to measure the

temperature distributions in side the specimen at mid height An electric furnace has

been used in this work Every specimen was exposed to the simultaneous effect of the

axial service load and temperature of 650 Cordm for 30-minutes period The readings of

applied loads and thermocouples were recorded at 5-minuts interval Testing the

columns after cooling to obtain their residual axial load capacity showed that perlite

proves to be the most effective plaster in increasing the loaded columns resistance to

elevated temperature Specimens coated with vermiculite cement came in the second

place Specimens coated with LECA-cement came in the third place Finally

specimens coated with traditional-cement came in the last place

Hertz and Soslashrensen [18] discussed a new material test method for determining

whether or not an actual concrete may suffer from explosive spalling at a specified

moisture level The method takes into account the effect of stresses from hindered

thermal expansion at the fire-exposed surface Cylinders are used for testing the

compressive strength Consequently the method is quick cheap and easy to use in

comparison to the alternative of testing full-scale or semi full-scale structures with

correct humidity load and boundary conditions A number of concretes have been

studied using this method and it is concluded that sufficient quantities of

polypropylene fibers of suitable characteristics may prevent spalling of a concrete

even when thermal expansion is restrained


Jau and Huang [19] investigated the behavior of corner columns under axial loading

biaxial bending and a symmetric fire loading They concluded that under a

longitudinal stress ratio of 010 f`c the residual strength ratios of the columns after fire

loading show

(a) The 2 and 4 hours fire loadings resulted in residual strength ratios of 67 and

57 respectively Compared with unheated columns a 10 reduction on residual

strength results as the duration changes from 2 to 4 hours

(b) Increasing the thickness of concrete cover caused lower residual strength ratios

It was also found that the temperature distribution across the cross-section was not

affected by concrete cover thickness The residual strengths can be used for future

evaluation repair and strengthening

Chen et al [20] investigated the compressive and splitting tensile strengths of

concretes cured for different periods and exposed to high temperatures The effects of

the duration of curing maximum temperature and the type of cooling on the strengths

of concrete were also investigated Experimental results indicated that after exposure

to high temperatures up to 800 Cdeg early-age concrete that was cured for a certain

period can regain 80 of the compressive strength of the control sample of concrete

The 3-day-cured early-age concrete was observed to recover the most strength The

type of cooling also affected the level of recovery of compressive and splitting tensile

strength For early-age affected concrete the relative recovered strengths of

specimens cooled by sprayed water were higher than those of specimens cooled in air

when exposed to temperatures below 800 Cdeg while the changes for 28-day concrete

were the converse When the maximum temperature exceeded 800 Cdeg the relative

strength values of all specimens cooled by water spray were lower than those of

specimens cooled in air


Chen et al [2] they studied an experimental research on the effect of fire exposure

time on the post-fire behavior of reinforced concrete columns Nine reinforced

concrete columns (45 mm x 30 mm x 300 mm) with two longitudinal reinforcement

ratios (14 and 23) were exposed to fire for 2 and 4 hours with a constant preload

One month after cooling the specimens were tested under axial load combined with

uniaxial or biaxial bending The test results showed that the residual load-bearing

capacity decreased with increasing fire exposure time This deterioration in strength

which is followed by an increase in fire exposure time can be slowed down by the

strength recovery of hot rolled reinforcing bars after cooling In addition the

reduction in residual stiffness was higher than that in ultimate load consequently

much attention should be given to the deformation and stress redistribution of the

reinforced concrete buildings subject to earthquakes after afire

Komonen and Penttala [21] investigated the effect of high temperature on the

residual properties of plain and polypropylene fiber reinforced Portland cement paste

Plain Portland cement paste having watercement ratio of 032 was exposed to the

temperatures of 20 50 75 100 120 150 200 300 400 440 520 600 700 800 and

1000 Cdeg Paste with polypropylene fibers was exposed to the temperature of 20 120

150 200 300 440 520 and 700 Cdeg Residual compressive and flexural strengths

were measured The gradual heating coarsened the pore structure At 600 Cdeg the

residual compressive capacity (fc600 Cdegfc20 Cdeg) was still over 50 of the original

Strength loss due to the increase of temperature was not linear Polypropylene fibers

produced a finer residual capillary pore structure decreased compressive strengths

and improved residual flexural strengths at low temperatures According to the tests it

seems that exposure temperatures from 50 Cdeg to 120 Cdeg can be as dangerous as

exposure temperatures 400500 Cdeg to the residual strength of cement paste produced

by a low water cement ratio

Sideris et al [22 ] studied the mechanical characteristics of Fiber Reinforced Concrete

subjected to high temperatures Fiber reinforced concrete is produced by addition of

Polypropylene fibers in the mixtures at dosages of 5 kgmsup3 At the age of 120 days

specimens are heated to maximum temperatures of 100 300 500 and 700 Cdeg


Specimens are then allowed to cool in the furnace and tested for compressive strength

Residual strength is reduced almost linearly up to 700 Cdeg The study recommended

the use polypropylene fibers as part of a total spalling protection design method in

combination with other materials such as external thermal barriers Otherwise the

overall thickness of the concrete members should be increased to provide a sacrificial

layer who will be removed after fire in order to efficiently repair the structure

28-Performance of reinforcement in fire The performance of steel during a fire is understood to a higher degree than the

performance of concrete and the strength of steel at a given temperature can be

predicted with reasonable confidence It is generally held that steel reinforcement bars

need to be protected from exposure to temperatures in excess of 250-300 Cordm This is

due to the fact that steels with low carbon contents are known to exhibit blue

brittleness between 200 and 300 Cordm Concrete and steel exhibit similar thermal

expansion at temperatures up to 400 Cordm however higher temperatures will result in

significant expansion of the steel com pared to the concrete and if temperatures of the

order of 700 Cordm are attained the load-bearing capacity of the steel reinforcement will

be reduced to about 20 of its de sign value Bond failure may be important at high

temperatures as discussed in section Physical and chemical response to fire

Reinforcement can also have a significant effect on the transport of water within a

heated concrete member creating impermeable regions where moisture may become

trapped This forces the water to flow around the bars increasing the pore pressure in

some areas of the concrete and therefore potentially enhancing the risk of spalling On

the other hand these areas of trapped water also alter the heat flow near the

reinforcement tending to reduce the temperatures of the internal concrete [8]

29- Effect of Fire on Steel Reinforcement

Uumlnluumloethlu et al [23] investigated the mechanical properties of steel reinforcement bars

after the exposure to high temperatures Plain steel reinforcing steel bars embedded

into mortar and plain mortar specimens were prepared and exposed to 20 Cdeg 100 Cdeg

200 Cdeg 300 Cdeg 500 Cdeg 800 Cdeg and 950 Cdeg temperatures for 3 hours individually A

concrete cover of 25 mm provides protection against high temperatures up to 400 Cdeg

The high temperature exposed plain steel and the steel with 25-mm cover has the


same characteristics when the reinforcing steel is exposed to a temperature 250 Cdeg

above the exposure temperature of plain steel

Mamillapalli[6] investigated the impact of the elevated temperatures on

reinforcement steel bars by heating the bars to 100deg Cdeg 300 Cdeg 600 Cdeg 900 Cdeg The

heated samples were rapidly cooled by quenching in water and normally by air

cooling The changes in the mechanical properties are studied using universal testing

machine (UTM) The impact of elevated temperature above 900 Cdeg on the

reinforcement bars was observed

There was significant reduction in ductility when rapidly cooled by quenching In the

same case when cooled in normal atmospheric conditions the impact of temperature

on ductility was not high

Topҫu and IordmIkdag [24] investigated the mechanical properties of reinforcement

steel bars after exposure of elevated temperatures The mortar was prepared with

CEM I 425N cement and fired clay The S 420a B16 mm ribbed steel bars were used

to prepare (56 x 56 x 290) mm (76 x 76 x 310) mm (96 x 96 x 330) mm and (116 x

116 x 350) mm specimens with concrete covers of (20 30 40 and 50) mm against

elevated temperatures up to 800 Cordm The reinforcement steel bars were embedded in

mortars and then specimens were exposed to 20 100 200 300 500 and 800 Cordm

temperatures for 3 hours individually After the cooling process the specimens were

cured for 28 days The mechanical tests were conducted on cooled specimens and the

ultimate tensile strength yield strength and elongation of mortar specimens at various

temperatures were also determined at the end of the experiments It is observed that a

cover of 20 30 40 and 50 mm thickness provides a protection to rebar in exposure of

high temperatures The cover reduces the losses in yield and tensile strengths of rebar

and ensures 15 higher strength compared to rebar without cover For temperatures

up to 300 Cdeg rebar with cover had the same yield and tensile strengths with that of

the rebar without cover in exposure to elevated temperatures However when the

temperature increases up to 800 Cdeg the rebar without cover loses an average of 80

of its strength capacities compared with a 20 loss for the rebars with cover It was

observed that 20 30 40 and 50 mm cover thickness was not sufficient to protect the

mechanical properties of rebars in exposure of temperatures above 500 Cdeg


210- Effect of Fire on Fiber Reinforced Polymers (FRP) columns

Kodur et al [25] presented the results of a full-scale fire resistance experiments on

three insulated FRP-strengthened reinforced concrete reinforced concrete columns A

comparison was made between the fire performances of FRP-strengthened RC

columns and conventional unstrengthened reinforced concrete columns

Data obtained during the experiments is used to show that the fire behavior of FRP-

wrapped concrete columns incorporating appropriate fire protection systems was as

good as that of unstrengthened RC columns Thus satisfactory fire resistance ratings

for FRP-wrapped concrete columns could be obtained by properly incorporating

appropriate fire protection measures into the overall FRP-strengthened structural

systems Fire endurance criteria and preliminary design recommendations for fire

safety of FRP-strengthened RC columns were also briefly discussed The performance

of protected FRP-strengthened square RC columns at high temperatures can be

similar to or better than that of conventional RC columns

Chowdhurya et al [26] demonstrated that fiber-reinforced polymers (FRPs) could be

used efficiently and safely in strengthening and rehabilitation of reinforced concrete

structures In there study they were presented the recent results of an experimental

study of the fire performance of FRP-wrapped reinforced concrete circular columns

The results of fire tests on two columns were presented one of which was tested

without supplemental fire protection and one of which was protected by a

supplemental fire protection system applied to the exterior of the FRP-strengthening

system The primary objective of these tests was to compare fire behavior of the two

FRP-wrapped columns and to investigate the effectiveness of the supplemental

insulation systems

The thermal and structural behaviors of the two columns were discussed The results

show that although FRP systems are sensitive to high temperatures satisfactory fire

endurance ratings could be achieved for reinforced concrete columns that were

strengthened with FRP systems by providing adequate supplemental fire protection

In particular the insulated FRP-strengthened column was able to resist elevated

temperatures during the fire tests for at least 90 minutes longer than the equivalent

uninsulated FRP-strengthened column

EXPIRIMINTAL PROGRAM

Improving Fire Resistance of CH3 Experimental Program Reinforced Concrete Columns

Experimental Program

31- Introduction

The experimental program consists of fire endurance tests These tests will examine

the effect of high temperatures on reinforced concrete columns and testing their

compressive strength The program consist of 3 types of small scale reinforced

concrete columns (100 mm x 100 mm x 300 mm) one type of specimens is free from

polypropylene and the other two types contain 05 kgmsup3 and 075 kgmsup3 of

polypropylene fibers samples of this group have the same concrete cover (20 cm)

The samples will be tested at (ambient temperature 400 Cdeg 600 Cdeg and 800 Cdeg) at

(0 2 4 and 6 hours) exposure The other groups have a concrete cover of 30 cm and

will be tested at 600 Cdeg for 6 hours to determine the behavior of RC column with

deferent concrete covers at high temperatures

In addition the behavior of steel reinforcement under high temperature 800 Cdeg with

different concrete covers (0 cm 2 cm and 3 cm) is tested

32-Materials and Their Quality Tests

It is very important to know the properties and characteristics of constituent materials

of concrete as we know concrete is a composite material made up of several different

materials such as aggregate sand water cement and admixture These materials have

properties and different characteristics such as Unit weight Specific gravity size

gradation and water content etc

We must therefore work out necessary tests on these components and that to know

the unique characteristics and their impact on the strength of concrete

The necessary tests are conducted in the laboratory of materials and soil in the Islamic

University and in accordance with ASTM American Society for Testing and

Materials


321-Aggregate Quality Tests

3211- Unit Weight of Aggregate

Unit weight ( ) can be defined as the weight of a given volume of graded aggregate

It is thus a measurement and is also known as bulk density but this alternative term is

similar to bulk specific gravity which is quite a different quantity and perhaps is not

a good choice The unit weight effectively measures the volume that the graded

aggregate will occupy in concrete and includes both the solid aggregate particles and

the voids between them The unit weight is simply measured by filling a container of

known volume and weighting it based on ASTM C 566 [27]

However the degree of compaction will change the amount of void space and hence

the value of the unit weight

Table31 Capacity of Measures

Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75

The sample shall be in oven dry condition and the capacity of measures are shown in

Table (31) the molds of unit weight test for coarse and fine aggregate are shown in

Fig (31)


Fig31 Mold of Unit Weight test [IUG-Lab]

The unite weights of coarse and dine aggregate are shown in Table (32)

Table 32 Unit weight test results

Dry unit weight 144400 kg m3Coarse aggregate

SSD unit weight 14604 kg m3

Dry unit weight 144000 kg m3Fine aggregate sand


3212- Specific Gravity of Aggregate

The density of the aggregates is required in mix proportioning to establish weight -

volume relationships The density is expressed as the specific gravity Specific gravity

is defined as the ratio of the weight of a unit volume of aggregate to the weight of an

equal volume of water Specific gravity expresses the density of the solid fraction of

the aggregate in concrete mixes as well as to determine the volume of pores in the

mix

Specific Gravity (SG) = (density of solid) (density of water)


Since densities are determined by displacement in water specific gravities are

naturally and easily calculated and can be used with any system of units The specific

gravity tested for coarse and fine aggregate are shown in Fig (32)

The specific gravity of aggregate is to determine the volume of aggregates in a

concrete mix as well as to determine the volume of pores in the mix based on ASTM

C127 and ASTM C128 [2829]

Fig32 Specific Gravity test equipments [IUG-Lab]

The specific gravity of coarse and fine aggregate is shown in Table (33)

Table33 Specific gravity of aggregate

Bulk (Gs) SSD 263

Bulk (Gs) dry 255 Coarse aggregate

Apparent Bulk (Gs) 2632

Bulk (Gs) SSD 216

Bulk (Gs) dry 215 Fine aggregate sand



3213- Moisture content of Aggregate

Since aggregates are porous (to some extent) they can absorb moisture However this

is a concern for Portland cement concrete because aggregate is generally not dry and

therefore the aggregate moisture content will affect the water content and thus the

water-cement ratio also of the produced Portland cement concrete and the water

content also affects aggregate proportioning (because it contributes to aggregate

weight) based on ASTM C127 and ASTM C128 [2829]

The moisture content values of coarse and fine aggregate are shown in Table (34)

Table34 Moisture content values

Coarse aggregate 28

Fine aggregate Sand 0994

3214-Resistance to Degradation by Abrasion amp Impaction test

The Los Angeles test is a measure of aggregate resulting from a combination of

actions including abrasion impact and grinding in a rotating steel drum containing a

specified number of steel spheres The Los Angeles test has a wide use as an indicator

of aggregate quality shown in Fig (33) based on ASTM C131 [30]

The charge shall consist of steel spheres averaging approximately 468 mm in

diameter and each weighing between 390 and 445 g details are shown in Table (35)

Abrasion Loss shall be not more than 50


Fig33 Los Angeles test (Abrasion) Machine [30]

The charge depending on the grading of the test sample shall be as follows

Table35 Number of steel spheres for each grade of the test sample

Grading Number of Spheres Weight of Charge g

A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25

Abrasion Loss = ( Woriginal Wfinal ) Woriginal 100

Original weight = 5000 gm

Final weight = 39778 gm

Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK


3215-Sieve Analysis of Aggregate

The size of aggregate particles differs from aggregate to another and for the same

aggregate the size is different So in this test we will determine the particle size

distribution of fine and coarse aggregate by sieving This method is used to determine

the compliance of the aggregate gradation with specific requirements ASTM C136

[31]

Table (36) and Fig (34) illustrate the results of sieve analysis test for coarse and fine

aggregate

Table 36 sieve analysis of aggregate

SIEVE SIZE Wt Retained Passing

NO size ( mm ) Retained(gm)

15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353

- ASTM C136 maximum and minimum limits for aggregate size distribution

Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10


Sieve Analysis Curve

0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit

Fig 34 Sieve Analysis of Aggregate

3216-Cement

The cement type which was used for this research is Portland Cement EN 197-1

CEM I 425 R amp EN 197-1 CEM I 425 N produced in Turkey and the properties

of cement met the requirement of ASTM C 150 specifications Table (37)

summarizes the properties of this cement [32]

Table37 Ordinary Portland cement properties Test Results

No Description Sample Results Specification ASTM C-150

1- Normal Consistency 27

2-

Setting Time

1-Initial Setting (min)

2-Finial Setting (min)

100

165

gt45

lt375

3-

compressive strength

(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit


3217-Water Drinking water was used in all concrete mixtures and in the curing all of the test

samples

3218-Polypropylene Fibers (PP)

Polypropylene is a plastic polymer that was developed in the middle of the 20th

century Over the years polypropylene has been used in a number of applications

most notably as fiber for carpeting and upholstery for furniture and car seats

Polypropylene has also make an industrial revolution with the plastics industry

providing an inexpensive material that can be used to create all sorts of plastic

products for the home and office recently become widely used in the construction

industry in order to enhance fire resistance concrete Table (38) shows the property

of polypropylene fibers used in this research work and Fig (38) shows the shape of

the used sample

Table 38 Properties of Polypropylene fibers

Fig 35Polypropylene Fibers

Property Polypropylene Unit weight (kgmsup3) 09 091 Tensile strength (MPa) 400 Fiber Length(mm) 3 - 19 Melting point (Cordm) 170-160 Thermal conductivity (wmk) 012 Density ( kgmsup3) 091 kgm3


33- Mix Proportions

Concrete consists of different ingredients The ingredients have their different

individual properties Strength workability and durability of the concrete depend

heavily on the concrete mix ration of the individual ingredients Since the process of

concrete formation is a unidirectional chemical reaction concrete gets its different

properties all together In this research work three mixes for different contents of PP

(0 kgmsup3 05 kgmsup3 and 075 kgmsup3) were used

Design Requirements

1- Characteristic cube concrete strength (cube) fc 300 kgcmsup2

2- Max water cement ratio (wc) 056

3- Minimum cement content 350 kgmsup3

4- Max Aggregate Size 34 (20mm) crushed limestone aggregate

The following tables (Table 39) illustrate the mix design of the column samples

Table39 mix design of the concrete column samples

Weight per one cubic meter kgm3

Materials Mix 1 Mix 2 Mix 3

Cement 350 350 350

Water 196 196 196

Coarse aggregate 1092 1092 1092

Fine aggregate sand 728 728 728

Polypropylene PP 000 05 075


34-Sample Categories

All columns samples were fabricated to satisfy the requirements of ACI 2111 code

the samples are 100 mm x 100 mm and 300 mm in dimensions The main

reinforcement steel bars are 4Ocirc10 mm 25 cm in length and 3 stirrups Ocirc 6 mm in

diameter Fig (36)

The total number of reinforced concrete samples will be 123 samples

30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups

Fig36 Dimension and Reinforcement Details of Samples

The total number of concrete columns samples was 123 samples and the samples

were categorized and distributed according to the following factors

1- A mount of polypropylene fibers PP (0 kgmsup3 05 kgmsup3 and 075 kgmsup3)

2- According to concrete cover thickness ( 2 cm 3cm )

3- According to time of heating (0 2 4 and 6 hours)

4- According to degree of temperature (0 400 600 and 800 Cordm)

The following tables (Table310 Table311 Table312 Table313 and Table314)

illustrate the samples categories


RC Concrete Samples Category

Table310 Concrete without PP and cover 20 cm

Temperature Time (hrs) TotalRoom Tempt 400 Cdeg600 Cdeg 800 Cdeg

3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6

Total No of samples = 30

Table311 Concrete with 05 Kgmsup3 PP and cover 20 cm


33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6


Table313 Concrete with concrete covers 30 cm

Polypropylene AmountTime (hrs) TotalTempt Cdeg075 Kgmsup305 Kgmsup300 Kgmsup3

3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6


For steel reinforcement the concrete samples are 60 cm in length and the

reinforcement steel bars are 50 cm in length the steel reinforcement are extracted

from concrete columns after heating and testing for tensile strength Table (314)

Table314 Concrete without PP

Concrete Cover Time (hrs) TotalTempt 3 cm2 cm 0 cm

3800 Cdeg1 1 1 6



35- Mixing casting and curing procedures

351- Mixing procedures

The concrete mixture were made according to the previous mix design after the

required amounts of all constituent material are weighed properly and then they are

mixed The aim of mixing is that all aggregate particles should be surrounded by the

cement paste and Polypropylene if any All the materials should be distributed

homogenously in the concrete mass A mechanical mixer was used in the mixing

process shown in Fig (37)

Fig37 Mechanical mixer

352-Casting procedures

The fresh concrete was cast in a timber moulds these moulds were prepared with 4

reinforcement steel bars Ouml 10 mm in diameter as shown in Fig (38)

Fig38 Form of the timber moulds used for preparing specimens


353-Curing procedures

- After the fresh concrete has hardened all samples were submerged completely in

water for a week

- After a week in water the samples were left in the open air until the end of 28 day

period Fig (39)

The curing process was done according to ASTM C192 [33]

Fig39 Curing process for hardened concrete

36-Heating Process

After finishing the curing process for the samples the heating process was executed

for the samples in an electrical furnace at Sharaf Factory for Metal Industries for

temperatures of (400 Cordm 600 Cordm and 800 Cordm) shown in Fig (310)

The flowchart in Fig (311) illustrates the distribution of samples for heating process

Fig310 Electrical Furnace for Burning process [ Sharaf Factory]


2 Cm

07505 00

2 hrs

PP

Duration 4 hrs 6 hrs

400 C Temp Degree 600 C 800 C

3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075

Fig 311 Heating process Flow chart


37-Compressive and Tensile Strength Tests

After the all concrete samples were exposed to high temperatures the reinforced

concrete columns are tested for axial load capacity Fig (312) For each group of

reinforced concrete columns 3 samples were prepared and tested it in order to obtain

averaged value and then the results are taken and analyzed

This test was done according to the ASTM C109 [34]

Fig312 Compressive strength Machine [IUG-Lab]


38- Reinforcing Steel Tests

After exposure of the reinforcement steel bars to elevated temperature (800 Cordm) for 6

hours the reinforcement bars were extracted from the columns samples and then

yield stress test was done Fig (313)

This test was done according to ASTM A 370[35]

Fig313 Tensile strength test for reinforcement steel [IUG-Lab]

RESULTS AND DISCUSSION

Improving Fire Resistance of CH4 Results and Discussion Reinforced Concrete Columns

Results amp Discussion

41- Introduction

This chapter discusses the results of the tests that were performed on the reinforced

concrete and steel bars samples Also it demonstrates the significant impact caused

by the high temperatures on concrete columns and steel bars samples

After the completion of the heating process of samples according to the experimental

program the samples were transferred to the materials and soil laboratory at the

Islamic University of Gaza for compression test for concrete columns and tensile

strength for steel reinforcement bars

42-Effect of polypropylene content

The polypropylene fibers were used in the reinforced concrete columns to prevent

spalling process different amounts of polypropylene fibers were used (00 kgmsup3 050

kgmsup3 and 075 kgmsup3)

421- Unheated Columns

For unheated columns ( 2 cm concrete cover ) the load capacity for 05 kgmsup3 and

075 kgmsup3of polypropylene fibers are 52 and 84 respectively higher than

those for columns without polypropylene fibers



those for columns without polypropylene fibers as shown in Table (41)

The presence of polypropylene fibers has led to a slight increase in resistance axial

load capacity of the reinforced concrete columns


422- Heated Columns

Table (41) shows the results of the compressive strength tests for reinforced concrete

columns at different degrees of temperature (Ambient Temp 400 Cordm 600 Cordm and 800

Cordm) and heating durations of 0 2 4 and 6 hours and 2 cm concrete cover

Table 41 The axial load capacity test results for the columns samples with polypropylene fibers

Degree of Heating 400 Cordm with 2 cm concrete cover

Axial load capacity kn

Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83


The following table ( Table 42) shows the percentage of reduction in the residual

strength for the reinforced concrete columns samples from the original test sample at

different temperatures and durations

Table 42 Percentage of reduction in axial load capacity at different amounts of PP and different temperatures

Degree of Heating 400 Cordm

Percentages of reduction in axial load capacity

075 kgmsup3 PP05 kgmsup3 PP 00 kgmsup3 PPTime (hrs)

0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP

Fig4 1 Relationship between axial load capacity and heating duration at 400 Cdeg for different contents of PP

5

15

25

35

45

0 2 4 6Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp

Fig4 2 Relationship between axial load capacity and heating duration at 600 Cdeg for different

contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


From Tables (41 42) and Figures (41 42 and 43) it is noticed that for samples

free of PP the reductions in the axial load capacity are larger than for those with PP

For example the percentages of losses of the axial load capacity at 400 Cordm are about

555 49 and 39 for (00 kgmsup3 050 kgmsup3 and 075 kgmsup3) respectively for 6

hours Then the increase of axial load capacity for samples with 05 kgmsup3 is 7 and

for the samples with 075 kgmsup3 is 17 higher than the samples free from PP

And the percentages of losses of the axial load capacity at 600 Cordm are about 66 64

and 615 for (00 kgmsup3 050 kgmsup3 and 075 kgmsup3) respectively for 6 hours Then

the increase of axial load capacity for samples with 05 kgmsup3 is 2 and for the

samples with 075 kgmsup3 is 5 higher than the samples free from PP For the samples

that were heated at 800 Cordm the percentages of losses of the axial load capacity are

about 795 775 and 75 for (00 kgmsup3 050 kgmsup3 and 075 kgmsup3)

respectively for 6 hours


Then the increase of axial load capacity for samples with 05 kgmsup3 is 2 and for the

samples with 075 kgmsup3 is 5 higher than the samples free from PP So that the use

of 075 kgmsup3 PP fiber in the concrete mix increases the resistance of the axial load

capacity the of reinforced concrete columns Also this particular study showed that

the contribution of PP fibers in the reinforced concrete columns reduce the degree of

spalling

This results are in general agreement with Poulo et al [3] Shihada [15] observed that

for concrete cubes( 100 x 100 x 100 mm) at 05 PP by volume reserve more than

84 of their initial residual strength at 600 Cordm and 6 hours On the other hand 00

PP reserve about 50 of their initial residual strength under the same temperature and

duration Where Ali et al [16] concluded that the use of 3 kgmsup3 PP fiber reduce the

degree of spalling from 22 to less than 1

43-Effect of concrete cover

The contribution of concrete cover in improving the fire resistance of reinforced

concrete columns was also studied for concrete covers 2 cm and 3 cm and heating

durations of (2 4 and 6) hours for 600 Cordm Table (43) shows the results of compressive

strength test

Table43 the axial load capacity test results at 600 Cordm for 2 cm and 3 cm concrete cover

Table 44 Percentages of reduction in the axial load capacity at 600 Cordm for 2 cm and 3 cm Concrete cover

Axial load capacity kn at 600 Cordm

3 cm 2 cm Time

415 404

215 171

188 158

155 137

Percentages of reduction in the axial load capacity

Difference 3 cm2 cm Time

0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm

Fig44 Relationship between axial load capacity and heating duration at 600 Cdeg for different concrete covers

From Tables (43 44) and Figure (44) it is noticed that the increase in concrete

cover to the reinforcement has a slight positive impact on the compressive strength

where the reductions in compressive strength for the 3 cm concrete cover was 9 7

and 5 smaller than the 2 cm cover at (24 and 6) hours respectively


43-Effect of high temperature on steel reinforcement

431-Yield Stress

For steel reinforcement bars three groups of steel reinforcement bars Ouml10 mm in

diameter and 50 cm in length were used In the first group steel reinforcement

samples were embedded in concrete columns with dimension (100 mm x100 mm

x600 mm) at 3 cm concrete cover The samples of second group were with 2 cm

concrete cover and the third group samples were subjected to high temperatures

directly without concrete cover

Then the three groups of samples were subjected to high temperature at 800 Cordm and

for 6 hours then the steel reinforcement were extracted from concrete and a yield

stress test was conducted

Table (45) and Figure (45) show the results of yield stress test for the reinforcement

steel bars after exposure to 800 Cordm and for 6 hours and the results compared with

reference samples

Table45 the effect of high temperature on yield stress of steel reinforcement

Temperature 800 Cordm

Heating Duration 6 hours

Concrete cover 0 (Reference) 3 cm 2 cm 00 cm

Yield stress MPa 710 480 370 280

100

200

300

400

500

600

700

800

Ref Sample 30 cm 20 cm 00 cm Concrete Cover cm

Yie

ld S

tres

s fy

MPa

Fig45 Relationship between yield stress of steel reinforcement and concrete cover

for 800 Cdeg temperature at 6 hrs


Table (45) and Figure (45) demonstrate that the increase in concrete cover to the

reinforcement steel bars has a positive impact on the yield stress where the reduction

in the yield stress for the samples with concrete cover 3 cm was 32 but for the

samples with 2 cm concrete cover was 48 and for the samples which were exposed

directly to high temperatures was 60 So the yield stress for steel reinforcement

with 3 cm concrete cover is 16 higher than for the 2 cm cover and 28 higher than

the zero cover

This results are in general agreement with Uumlnluumloethlu et al [22] Mamillapalli [6] and

Topҫu and IordmIkdag [23]

432-Elongation

The effect of high temperature on the elongation of reinforcement steel bars was

tested for the previously mentioned three groups Table (46) shows that the

percentage of elongation at high temperature for 3 cm 2 cm and 00 cm concrete

cover respectively And also the relationship between elongation and high

temperature are shown in

Fig (46)

Table 46 the effect of heating on the elongation of steel reinforcement



Concrete cover 0(Reference) 3 cm 2 cm 00 cm

Elongation 1375 1567 2425 388


5

15

25

35

45

Ref Sample 3 cm 2 cm 00 cm

Concrete Cover cm

Elo

ngat

ion

Figure 46 Relationship between elongation of steel reinforcement and concrete cover

for 800 Cdeg at 6 hrs

From Table (46) and Figure (46) it is demonstrated that concrete cover has a

positive impact on protecting steel reinforcement against heating for 3 cm concrete

cover where the percentage of elongation is about 10 smaller than 2 cm concrete

cover and 23 smaller than steel reinforcement without concrete cover

CONCLUSIONS AND

RECOMMENDATIONS

Improving Fire Resistance of CH5 Conclusion and Recommendations Reinforced Concrete Columns

Conclusions amp Recommendations

51- Introduction

Based on the limited experimental work carried out in this particular study the

following conclusions may be drawn out

And some recommendations also presented in this chapter that may be taken in

consideration

52- Conclusions

The optimum percentage of PP to be used in improving fire resistance of

reinforced concrete columns is about 075 kgmsup3 of the concrete mix For a

temperature of 400 Cdeg sustained for 6 hours the residual axial load capacity is

20 higher than of that when no PP fibers are used

Polypropylene fibers have a positive impact on axial load capacity of unheated

concrete columns At 05 kgmsup3 there is about 52 increase in axial load

capacity and at 075 kgmsup3 the increase is about 84 than that with no PP

fibers are used

The concrete cover has a clear influence on axial capacity of concrete columns

load capacity where the residual axial load capacity for the column samples

with 3 cm cover 5 higher than the column samples with 2 cm concrete

cover at 6 hours and 600 Cdeg

For the reinforcement steel bars at high temperatures the yield stress of steel

reinforcement is significant The concrete cover has a good contribution in

protection the steel bars at high temperatures where the loss in the yield stress

at 3 cm concrete cover 24 smaller than that of the reference sample and for

the reinforcement steel bars with 2 cm the loss was 42 smaller than that of

the reference sample where for zero concert cover samples the loss was 60

smaller than that of the reference sample

The concrete cover decreases the elongation of the steel reinforcement bars

For the 3 cm concrete cover the percentage of elongation is 10 smaller than

the 2 cm concrete cover and 23 smaller than the zero concrete cover


53- Recommendations

1- Its recommended to use pp fibers in concrete columns because of its good

contribution to improve the axial load capacity of reinforced concrete columns

under elevated temperatures

2- The thickness of concrete cover has a useful effect in resisting elevated

temperatures and makes a useful protection for reinforcement steel Its

recommended to use concrete covers not less than 3 cm

3- More research is needed in the area of Improving fire resistance of reinforced

concrete columns due to its importance and seriousness in protecting

properties and lives

4- The building which uses to store flammable materials gas fuel woodetc

must be designed to resist loads caused by elevated temperatures

5- Local testing laboratories should provide electrical furnaces and compression

strength testing equipments of applying loads to large scale columns that to

encourage researches in this important area of researches

REFERENCES

Improving Fire Resistance of CH6 References Reinforced Concrete Columns

6 References

El-Fitiany SF Youssef MA Assessing the flexural and axial behaviour of reinforced concrete members at elevated temperatures using sectional analysis Fire Safety Journal 44 (2009) 691703

[1]

Chen YH ChangYF Yao GC Sheu MS Experimental research on post-fire behaviour of reinforced concrete columns Fire Safety Journal 44 (2009) 741748

[2]

Paulo J Rodrigues Laim L Correia A Behavior of fiber reinforced concrete columns in fire Composite Structures 92 (2010) 12631268

[3]

Balaacutezs LG Lubloacutey Eacute Mezei S Potentials in concrete mix design to improve fire resistance Concrete Structures 2010

[4]

Bilow DN Kamara ME Fire and Concrete Structures Structures 2008

[5]

Mamillapalli R Impact of fire on steel reinforcement of RCC structures a master of technology thesis Department of Civil Engineering National Institute of Technology Roll No 207 CE 210 Rourkela 20072009

[6]

Arioz O Effects of elevated temperatures on properties of concrete Fire Safety Journal 42 (2007) 516522

[7]

Fletcher IA Welch S Torero JL Carvel RO Usmani A behavior of concrete structures in fire THERMAL SCIENCE Vol 11 (2007) No 2 37-52

[8]

Khoury GA Anderberg Y Concrete spalling review Fire Safety Design Report submitted to the Swedish National Road Administration June 2000

[9]

The Concrete Centre concrete and Fire Ref TCC0501 ISBN 1-904818-11-0 First published 2004

[10]

Georgali B Tsakiridis PE Microstructure of Fire-Damaged Concrete A Case Study Cement and Concrete Composites 27 (2005) No 2 255-259

[11]

Khoury GA Effect of Fire on Concrete and Concrete Structures Progress in Structural Engineering and Materials 2 (2000) No 4 429-447

[12]

KD Hertz Limits of spalling of fire-exposed concrete Fire Safety Journal 38 (2003) 103116

[13]

V S Ramachandran R F Feldman and J J Beaudoin Concrete ScienceA Treatise on Current Research Hey and Son London 1981

[14]


Shihada S Effect of polypropylene fibers on concrete fire resistance Journal of civil engineering and managementVol 17 (2011)No2 259-264

[15]

Alia F Nadjai A Silcock G Abu-Tair A Outcomes of a major research on fire resistance of concrete columns Fire Safety Journal 39 (2004) 433445

[16]

Hodhod O Rashad A Abdel-Razek M Ragab A Coating protection of loaded RC columns to resist elevated temperature Fire Safety Journal 44 (2009) 241-249

[17]

Hertz KD Soslashrensen LS Test method for spalling of fire exposed concrete Fire Safety Journal 40 (2005) 466476

[18]

Jau WC Huang KL study of reinforced concrete corner columns after fire Cement amp Concrete Composites 30 (2008) 622638

[19]

Chen B LiC Chen L Experimental study of mechanical properties of normal-strength concrete exposed to high temperatures at an early age Fire Safety Journal 44 (2009) 9971002

[20]

J Komonen and V Penttala Effects of high temperature on the pore structure and strength of plain and polypropylene fiber reinforced cement pastes Fire Technology 39 2334 2003

[21]

Sideris K Manita P and Chaniotakis E Performance of thermally damaged fiber reinforced concretes Construction and Building Materials 23 Issue 3 2009 PP 12321239

[22]

Uumlnluumloethlu E Topҫu IacuteB Yalaman B Concrete cover effect on reinforced concrete bars exposed to high temperatures Construction and Building Materials 21 (2007) 11551160

[23]

Topҫu IacuteB IordmIkdag B The effect of cover thickness on re bars exposed to elevated temperatures Construction and Building Materials 22 (2008) 20532058

[24]

Kodur VKR Bisby L A Green MF Experimental evaluation of the fire behavior of insulated fiber-reinforced-polymer-strengthened reinforced concrete columns Fire Safety Journal 41 (2006) 547557

[25]

Chowdhurya EU Bisbya LA Greena MF Kodur VKR Investigation of insulated FRP-wrapped reinforced concrete columns in fire Fire Safety Journal 42 (2007) 452460

[26]


ASTM C566 Standard Test Method for Bulk density (Unit weight) and Voids in aggregate American Society for Testing and Materials Standard Practice C566 Philadelphia Pennsylvania 2004

[27]

ASTM C127 Standard Test Method for Specific gravity and absorption of coarse aggregate American Society for Testing and Materials Standard Practice C127 Philadelphia Pennsylvania 2004

[28]

ASTM C128 Standard Test Method for Specific gravity and absorption of fine aggregate American Society for Testing and Materials Standard Practice C128 Philadelphia Pennsylvania 2004

[29]

ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine American Society for Testing and Materials Standard Practice C131 Philadelphia Pennsylvania 2004

[30]

ASTM C136 Standard Test Method for Aggregate size distribution American Society for Testing and Materials Standard Practice C136 Philadelphia Pennsylvania 2004

[31]

ASTM C150 Standard specification of Portland Cement American Society for Testing and Materials Standard Practice C150 Philadelphia Pennsylvania 2004

[32]

ASTM C192 Standard practice for making concrete and curing tests

Specimens in the laboratory American Society for Testing and Materials Standard Practice C192 Philadelphia Pennsylvania2004

[33]

ASTM C109 Standard Test Method for Compressive Strength of cube Concrete Specimens American Society for Testing and Materials Standard Practice C136 Philadelphia Pennsylvania 2004

[34]

ASTM A370 Tensile Testing and Bend Testing Steel Reinforcing Bar

American Society for Testing and Materials Standard Practice A370 Philadelphia Pennsylvania 2004

[35]

RESEARCH PHOTOS

Appendix A

Appendix A Research Photos

A-1

Fig A2 Adding of Polypropylene to the mix

Fig A1Mechanical Mixer

Fig A4 Column samples in the open air

Fig A3 Column samples in water

Appendix A

A-2

Fig A6 Column samples in the electrical

Furnace

Fig A5Electrical Furnace

Fig A7 Cracks and Spalling after heating

Appendix A

Fig A8 Compressive Strength test and column samples after test

A-3

Appendix A

Fig A9 Yield stress test for the steel reinforcement

A-4

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amp

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ΔΑϮΘϟΔϳϵ

ϢϴψόϟͿϕΪλ

Dedication





I

Abstract






























II

ΔλϼΨϟ
























ΕΎϋΎγ

III

ACKNOWLEDGMENT



encouragement


out this thesis






IV

TABLE OF CONTENTS

ABSTRACT

I

ACKNOWLEDGMENT III


LIST OF FIGURES VII

LIST OF TABLES IX



11 Introduction 1






21 Introduction 6

22 Concrete 6



24 Spalling 11





26 Cracking 15

V






31 Introduction 25








3216 Cement 32

3217 Water 33











VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

Dedication





I

Abstract






























II

ΔλϼΨϟ
























ΕΎϋΎγ

III

ACKNOWLEDGMENT



encouragement


out this thesis






IV

TABLE OF CONTENTS

ABSTRACT

I

ACKNOWLEDGMENT III


LIST OF FIGURES VII

LIST OF TABLES IX



11 Introduction 1






21 Introduction 6

22 Concrete 6



24 Spalling 11





26 Cracking 15

V






31 Introduction 25








3216 Cement 32

3217 Water 33











VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


I

Abstract






























II

ΔλϼΨϟ
























ΕΎϋΎγ

III

ACKNOWLEDGMENT



encouragement


out this thesis






IV

TABLE OF CONTENTS

ABSTRACT

I

ACKNOWLEDGMENT III


LIST OF FIGURES VII

LIST OF TABLES IX



11 Introduction 1






21 Introduction 6

22 Concrete 6



24 Spalling 11





26 Cracking 15

V






31 Introduction 25








3216 Cement 32

3217 Water 33











VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


II

ΔλϼΨϟ
























ΕΎϋΎγ

III

ACKNOWLEDGMENT



encouragement


out this thesis






IV

TABLE OF CONTENTS

ABSTRACT

I

ACKNOWLEDGMENT III


LIST OF FIGURES VII

LIST OF TABLES IX



11 Introduction 1






21 Introduction 6

22 Concrete 6



24 Spalling 11





26 Cracking 15

V






31 Introduction 25








3216 Cement 32

3217 Water 33











VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

III

ACKNOWLEDGMENT



encouragement


out this thesis






IV

TABLE OF CONTENTS

ABSTRACT

I

ACKNOWLEDGMENT III


LIST OF FIGURES VII

LIST OF TABLES IX



11 Introduction 1






21 Introduction 6

22 Concrete 6



24 Spalling 11





26 Cracking 15

V






31 Introduction 25








3216 Cement 32

3217 Water 33











VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

IV

TABLE OF CONTENTS

ABSTRACT

I

ACKNOWLEDGMENT III


LIST OF FIGURES VII

LIST OF TABLES IX



11 Introduction 1






21 Introduction 6

22 Concrete 6



24 Spalling 11





26 Cracking 15

V






31 Introduction 25








3216 Cement 32

3217 Water 33











VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

V






31 Introduction 25








3216 Cement 32

3217 Water 33











VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

VI


41 Introduction 43






431 Yield Stress 50

432-Elongation 51


51 Introduction 53

52 Conclusions 53



55


VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

VII

LIST OF FIGURES






Strip 12



















VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

VIII

















IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

IX

LIST OF TABLES


















44



45


3 cm concrete cover

48



48




X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

X



PP Polypropylene

degC Degree Celsius

fc





Unit Weight

Abs Absorption




SG Specific Gravity


Wt Weight




XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

XI

INTRODUCTION


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


Introduction

11- Introduction
































elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4












elements














kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4













kgmsup3)









concrete columns



loads








University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4





University of Gaza









800 Cdeg)















report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4







report organization









samples



work


LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

LITERATURE REVIEW


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


Literature Review

21-Introduction






explosive spalling










22- Concrete

































recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4























recover sooner


a high fire load






1200 Cordm

























Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4




















Creamy












C3S (3 CaO SiO2) 3895

C2S (2 CaO SiO2) 3055

C3A (3 CaO Al2O3) 991




high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



high temperatures



consequent damage





buildings



severity [7]

24- Spalling























































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4








































































26- Cracking















extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4








extinguished [11]





















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4















and arson)














































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4
































































loading show












































































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4























































































































insulation systems











31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4




31- Introduction























Materials














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4














Capacity of

Measure (Liter)

MaxAggregate

Size (mm)

28 125

93 25

14375

28 75



Fig (31)















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4















mix








C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4







C127 and ASTM C128 [2829]




Bulk (Gs) SSD 263



Bulk (Gs) SSD 216













Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4











Coarse aggregate 28















A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4






A 12 5000 +- 25

B 11 4584 +- 25

C 8 3330 +- 20

D 6 2500 +- 15

A 12 5000 +- 25




Abrasion = (5000 - 39778 5000) 100 = 2044 lt 50 OK







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4







[31]


aggregate




15 375 0 000 10000

1 25 350 471 9529

34 19 20925 2818 7182

12 125 31225 4205 5795

38 95 37275 5020 4980

4 475 47975 6461 3539

10 2 1923 2732 2755

16 118 2935 4169 2211

30 06 3901 5541 1690

40 0425 4569 6490 1331

50 03 4929 7001 1137

100 0125 5624 7989 763

200 0075 6385 9070 353


Sieve 15 1 34 4 200

Passing 100 75 - 100 60 - 90 30 - 65 50 - 10



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



0

10

20

30

40

50

60

70

80

90

100

001 01 1 10 100 Dia (mm)

P

assi

ng

Test Sample

ASTM Min Limit

ASTM Max Limit


3216-Cement








2-

Setting Time



100

165

gt45

lt375

3-


(MPa)

1- 3-days

2- 28-days

----

315

Min 12 MPa

No Limit



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



samples










the used sample





33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


33- Mix Proportions







Design Requirements









Cement 350 350 350

Water 196 196 196









diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4






diameter Fig (36)


30 c

m

10 cm

Y10 mm

main reinforcement

Y6 mm

For stirrups














3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4





3 30 0 0 0

9 0 3 3 3 2

9 0 3 3 3 4

9 0 3 3 3 6




33

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6





3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4




3 3

0 0 0 0 9 0

3 3 3 2 9 0

3 3 3 4 9 0

3 3 3 6




3600 Cdeg0 0 0 0

9 600 Cdeg 3 3 3 2

9 600 Cdeg3 3 3 4

9 600 Cdeg 3 3 3 6







3800 Cdeg1 1 1 6



















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


















water for a week


period Fig (39)



36-Heating Process







2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


2 Cm

07505 00

2 hrs

PP



3 Cm

6 hrs

600 C

Concret Mix

Concret Cover

00 05 075




















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



















41- Introduction






















422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


422- Heated Columns







Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

26 355 203 330 263

355 287 23 233 185

33 267 16 214 180



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

197 213 10 190 171

215 201 115 178 158

195 170 10 152 137



Difference

075 kgmsup3

PP

Difference

05 kgmsup3

PP

00 kgmsup3

PP

Time (hrs)

84 41 52 4 40

265 143 117 119 105

188 117 87 104 95

26 112 12 94 83









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4









0 0 0

195 225 34

35 44 53

39 49 555




0 0 0

52 553 575

545 58 605

615 64 66




0 0 0

675 72 74

735 75 76 5

75 775 795


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

00 kgm PP

05 kgm PP

075 kgm PP


5

15

25

35

45


Axi

al lo

ad c

apac

ityk

n

00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp


contents of PP


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


5

15

25

35

45

0 2 4 6

Duration ( Hours )

Axi

al lo

ad c

apac

ityk

n00 kgmsup3 Pp

05 kgmsup3 Pp

075 kgmsup3 Pp





















spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4







spalling











strength test




3 cm 2 cm Time

415 404

215 171

188 158

155 137



0 0 0

+ 9 46 57

+ 7 53 60

+ 5 61 66


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


5

15

25

35

45

1 2 3 4

Duration ( Hours )

Axi

al lo

ad c

apac

ity

kn

2 cm

3 cm








431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



431-Yield Stress












reference samples






100

200

300

400

500

600

700

800


Yie

ld S

tres

s fy

MPa










the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4








the zero cover



432-Elongation






Fig (46)





Elongation 1375 1567 2425 388


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


5

15

25

35

45


Concrete Cover cm

Elo

ngat

ion







CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

CONCLUSIONS AND

RECOMMENDATIONS



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



51- Introduction




consideration

52- Conclusions








fibers are used
















53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


53- Recommendations















REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

REFERENCES


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4


6 References


[1]


[2]


[3]


[4]


[5]


[6]


[7]


[8]


[9]


[10]


[11]


[12]


[13]


[14]



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



[15]


[16]


[17]


[18]


[19]


[20]


[21]


[22]


[23]


[24]


[25]


[26]



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4



[27]


[28]


[29]


[30]


[31]


[32]



[33]


[34]



[35]

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

RESEARCH PHOTOS

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

Appendix A


A-1





Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

Appendix A

A-2


Furnace



Appendix A


A-3

Appendix A


A-4

Appendix A


A-3

Appendix A


A-4

Appendix A


A-4

improving fire resistance of - غزةlibrary.iugaza.edu.ps/thesis/98375.pdf · a 3 cm of concrete...

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