ASSESSMENT OF CONCRETE COMPRESSIVE STRENGTH BY …

ASSESSMENT OF CONCRETE COMPRESSIVE STRENGTH BY

ULTRASONIC NON-DESTRUCTIVE TEST

A THESIS SUBMITTED TO THE COLLEGE OF ENGINEERING

OF THE UNIVERSITY OF BAGHDAD IN PARTIAL FULFILLMENT OF THE

REQUIRMENTS FOR THE DEGREE OF MASTER OF

SCIENCE IN CIVIL ENGINEERING

BAQER ABDUL HUSSEIN ALI

BSCIN BUILDING AND CONSTRUCTION ENGINERING 1991

October Shawal

2008 1429

Certification

I certify that this thesis entitled ldquoAssessment of Concrete

Compressive Strength by Ultrasonic Non-Destructive Testrdquo is

prepared by Baqer Abdul Hussein Ali under my supervision in the

University of Baghdad as a partial fulfillment of the requirements

for the Degree of Master of Science in civil engineering

Signature

Name DrAbdul Muttalib ISaid Al-Musawi

(Supervisor)

Date 102008

Examination committee certificate

We certify that we have read this thesis entitled ldquoAssessment of

Concrete Compressive Strength By Ultrasonic Non-Destructive Testrdquo

and as an examining committee examined the student Baqer Abdul

Hussein Ali in its contents and what is connected with it and that in

our opinion it meets the standard of a thesis for the Degree of Master

of Science in Civil Engineering

Signature Name prof Dr Thamir K Mahmoud (Chairman) Date 10 2008

Signature Signature Name Dr Rafaa Mahmoud Abbas Name Ass prof Dr Ihsan Al-Sharbaf (Member) (Member)

Date 10 2008 Date 10 2008 Signature

(Supervisor) Date 10 2008

Approved by the Dean of the College of Engineering

Signature

Name Prof Dr Ali Al-Kiliddar

Dean of the College of Engineering University of Baghdad

Date 10 2008

Abstract

Statistical experimental program has been carried out in the present

study in order to establish a fairly accurate relation between the

ultrasonic pulse velocity and the concrete compressive strength The

program involves testing of concrete cubes and prisms cast with

specified test variables The variables are the age of concrete density of

concrete salt content in fine aggregate water cement ratio type of

ultrasonic test and curing method (normal and high pressure stream

curing) In this research the samples have been tested by direct and

surface (indirect) ultrasonic pulse each sample to measure the wave

velocity in concrete and the compressive strength for each sample The

results have been used as input data in statistical program (SPSS) to

predict the best equation which can represent the relation between the

compressive strength and the ultrasonic pulse velocity The number of

specimens in this research is 626 and an exponential equation is

proposed for this purpose

The statistical program is used to prove which type of test for UPV is

better the surface ultrasonic pulse velocity (SUPV) or the direct

ultrasonic pulse velocity (DUPV) to represent the relation between the

ultrasonic pulse velocity and the concrete compressive strength

In this work some of the concrete mix properties and variables are

studied to find its future effect on the relation between the ultrasonic

pulse velocity and the concrete compressive strength These properties

like slump of the concrete mix and salt content are discussed by

classifying the work results data into groups depending on the variables

(mix slump and salt content) to study the capability of finding a private

Abstract

relation between the ultrasonic pulse velocity and the concrete

compressive strength depending on these variables

Comparison is made between the two types of curing which have

been applied in this study (normal and high pressure steam curing with

different pressures (2 4 and 8 bars) to find the effect of curing type on

the relation between the ultrasonic pulse velocity and the concrete

compressive strength

List of Contents

ACKNOWLEDGMENTshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipV ABSTRACT helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipVI LIST OF CONTENTShelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipVIII LIST OF SYMBOLS helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip XI LIST OF FIGUREShelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipXII LIST OF TABLEShelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipXVI CHAPTER ONE INTRODUCTION

1-1 Generalhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip1 1-2 Objectiveshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip1 1-3 Thesis Layouthelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip2 CHAPTER TWO REVIEW OF LITERATURE 2-1 Introductionhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip3 2-2 Standards on Determination of Ultrasonic Velocity in Concrete hellip4 2-3 Testing Procedurehelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip5 2-4 Energy Transmissionhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip7 2-5 Attenuation of Ultrasonic Waveshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip8

2-6 Pulse Velocity Testshelliphelliphelliphelliphelliphellip helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip9 2-7 In Situ Ultrasound Testinghelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip9 2-8 Longitudinal and Lateral Velocityhelliphellip helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip10 2-9 Characteristics of Ultrasonic Waveshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip10 2-10 Pulse Velocity and Compressive Strength at Early Ageshelliphelliphelliphellip13

2-11 Ultrasonic and Compressive Strength 14 2-12 Ultrasonic and Compressive Strength with Age at Different Curing

Temperatureshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip16 2-13 Autoclave Curing helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip18 2-14 The Relation between Temperature and Pressure helliphelliphelliphelliphelliphelliphellip18 2-15 Shorter Autoclave Cycles for Concrete Masonry Unitshelliphelliphelliphellip20 2-16 Nature of Binder in Autoclave Curing20 2-17 Relation of Binders to Strengthhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip21

2-18 Previous Equations helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip22 CHAPTER THREE Experimental Program helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip23

3-1 Introductionhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip23 3-2 Materials Usedhellip helliphelliphellip helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip 23

3-2-1 Cementshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip23

List of Contents

3-2-2 Sand helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip24 3-2-3 Gravel helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip25 3-3 Curing Typehelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip26 3-4 The Curing Apparatushelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip26 3-5 Shape and Size of Specimenhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip28 3-6 Test Procedurehelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip30 3-7 The Curing Processhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip31 CHAPTER FOUR DISCUSSION OF RESULTS helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip33

4-1 Introductionshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip33 4-2 The Experimental Resultshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip33 4-3 Discussion of the Experimental Resultshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip44 4-3-1 Testing Procedure (DUPV or SUPV) helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip44 4-3-2 Slump of the Concrete Mix helliphelliphelliphelliphelliphelliphelliphelliphelliphellip helliphelliphelliphellip46 4-3-3 Coarse Aggregate Gradedhelliphelliphelliphelliphelliphelliphelliphellip helliphelliphelliphelliphelliphelliphellip50 4-3-4 Salt Content in Fine Aggregatehelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip51 4-3-5 Relation between Compressive Strength and UPV Based on Slumphelliphelliphelliphelliphellip helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip55 4-3-6 Water Cement Ratio (WC)helliphelliphelliphelliphelliphelliphelliphellip helliphelliphelliphelliphelliphellip59 4-3-7 Age of the Concretehelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip59 4-3-8 Density of Concretehelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip60 4-3-9 Pressure of Steam Curinghelliphelliphelliphellip helliphelliphelliphelliphelliphelliphelliphelliphelliphellip62 4-4 Results Statistical Analysishelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip63 4-4-1 Introduction helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip63 4-4-2 Statistical modelinghelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip64 4-5 Selection of Predictor Variableshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip64 4-6 The Model Assessmenthelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip66 4-6-1 Goodness of Fit Measureshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip 66 4-6-2 Diagnostic Plotshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip67 4-7The Compressive Strength Modelinghelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip68 4-7-1 Normal Curing Sampleshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip 68 4-7-2 Salt Content in Fine Aggregatehelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip76 4-7-3 Steam Pressure Curinghelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip77 CHAPTER FIVE VERVICATION THE PROPOSED EQUATION helliphelliphelliphellip 5-1 Introductionhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip80 5-2 Previous Equationshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip80 5-2-1 Raouf ZA Equationhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip80 5-2-2 Deshpande et al Equationhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip81 5-2-3 Jones R Equationhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip81 5-2-4 Popovics S Equationhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip81 5-2-5 Nasht et al Equationhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip82 5-2-6 Elvery and lbrahim Equationhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip83

List of Contents

5-3 Case Studieshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip83 5-3-1 Case study no 1 helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip83 5-3-2 Case study no 2helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip86 5-3-3 Case study no 3helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip87 5-3-4 Case study no 4helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip88

CHAPTER SIX CONCLUSION AND RECOMMENDATIONS helliphellip 6-1 Conclusion helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip91 6-2 Recommendations for Future Workshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip93

REFERENCEShelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip94

ABSTRACT IN ARABIChelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip

List of Symbols

Meaning Symbol

Portable Ultrasonic Non-Destructive Digital Indicating Test

Ultrasonic Pulse Velocity (kms)

Direct Ultrasonic Pulse Velocity (kms)

Surface Ultrasonic Pulse Velocity (Indirect) (kms)

Water Cement Ratio by Weight ()

Compressive Strength (Mpa)

Salts Content in Fine Aggregate ()

Density of the Concrete (gmcm3)

Age of Concrete (Day)

Percent Variation of the Criterion Variable Explained By the Suggested Model (Coefficient of Multiple Determination)

Measure of how much variation in ( )y is left unexplained by the

proposed model and it is equal to the error sum of

squares=

Actual value of criterion variable for the

( )sum primeminus 2ii yy

( )thi case Regression prediction for the ( )thi case

Quantities measure of the total amount of variation in observed

and it is equal to the total sum of squares=( )y ( )sum minus 2yyi

Mean observed

Sample size

Total number of the predictor variables

Surface ultrasonic wave velocity (kms) (for high pressure steam

curing)

Surface ultrasonic wave velocity (kms) (with salt)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

Different positions of transducer placement

Forms of the wave surface a) plane wave b) cylindrical

wave c) spherical wave

Comparison of pulse-velocity with compressive strength for

specimens from a wide variety of mixes (Whitehurst 1951)

Typical strength and pulse-velocity developments with age

(Elvery and lbrahim 1976)

(A and B) strength and pulse- velocity development curves

for concretes cured at different temperatures respectively

Relation between temperature and pressure in autoclave

from (Surgey 1972)

Relation between temperature and pressure of saturated

steam from (ACI Journal1965)

Relation of compressive strength to curing time of Portland

cement pastes containing optimum amounts of reactive

siliceous material and cured at various temperatures (data

from Menzel1934)

Autoclaves no1 used in the study

Autoclave no2 used in the study

The shape and the size of the samples used in the study

The PUNDIT which used in this research with the direct

reading position

List of Figures

45 47 47 48

Relation between (SUPV and DUPV) with the compressive

strength for all samples subjected to normal curing

Relation between (SUPV) and the concrete age for

Several slumps are (WC) =04

Relation between the compressive strength and the

Concrete age for several slump are (WC) =04

Relation between (SUPV) and the compressive strength for

several slumps are (WC) =04

Several slump are (WC) =045

several slump were (WC) =045

(A) and (B) show the relation between (UPV) and the

compressive strength for single-sized and graded coarse

aggregate are (WC =05)

several slump were (WC =05) and (SO3=034) in the fine

aggregate

Relation between the compressive strength and Concrete age

for several slumps are (WC =05) and (SO3=034) in the

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

several slump were (WC =05) and (SO3=034) in fine

aggregate

several slumps are (WC =05) and (SO3=445) in fine

aggregate

Concrete age for several slumps are (WC =05) and

(SO3=445) in fine aggregate

aggregate

A and B show the relation between (DUPV and SUPV)

respectively with the compressive strength for (SO3=445

205 and 034) for all samples cured normally

several slumps

several combined slumps

several (WC) ratios

density range (23 -26) gmcm3

three pressures steam curing

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

Diagnostic plot for compressive strength (Model no 1)

The relation between compressive strength vs SUPV for

different steam curing pressure (2 4 and 8 bar)

normal curing and different steam curing pressure (2 4 and

8 bar and all pressures curing samples combined together)

Relation between compressive strength and ultrasonic pulse

velocity for harden cement past Mortar And Concrete in

dry and a moist concrete (Nevill 1995) based on (Sturrup et

al 1984)

velocity for proposed and previous equations

velocity for proposed and popovics equation

velocity for proposed equation and deshpande et al equation

velocity for proposed equation as exp curves and kliegerrsquos

data as points for the two proposed slumps

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

Chemical and physical properties of cements OPC and SRPC Grading and characteristics of sands used Grading and characteristics of coarse aggregate used

Effect of specimen dimensions on pulse transmission (BS 1881 Part 2031986)

A- Experimental results of cubes and prism (normally curing) A-Continued A-Continued A-Continued A-Continued B- Experimental results of cubes and prism (Pressure steam curing 2 bars)

B-Continued C- Experimental results of cubes and prism (Pressure steam

curing 4 bars)

C-Continued D- Experimental results of cubes and prism (Pressure steam curing 8 bars) The comparison between SUPV and DUPV The correlation factor and R2 values for different slumpcombination

The correlation coefficients for different ages of concrete The correlation coefficients for different density ranges

Statistical Summary for predictor and Criteria Variables

Correlation Matrix for predictor and Criteria Variables

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

Models equations from several variables (Using SPSS program)

Correlation matrix for Predictor and Criteria Variables

Correlation Matrix for Predictor and Criteria Variables Correlation Matrix for Predictor and Criteria Variables for different pressure

Correlation Matrix for Different Pressure Equations

The comprising data from Neville (1995) Based on (Sturrup et al 1984) results

Correlation factor for proposed and previous equations

Kliegerrsquos (Compressive Strength and UPV) (1957) data

Kliegerrsquos (1957) data

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

1-1 GENERAL There are many test methods to assess the strength of concrete in situ such us

non-destructive tests methods (Schmidt Hammer and Ultrasonic Pulse

Velocityhellipetc) These methods are considered indirect and predicted tests to

determine concrete strength at the site These tests are affected by many

parameters that depending on the nature of materials used in concrete

production So there is a difficulty to determine the strength of hardened

concrete in situ precisely by these methods

In this research the ultrasonic pulse velocity test is used to assess the concrete

compressive strength From the results of this research it is intended to obtain a

statistical relationship between the concrete compressive strength and the

ultrasonic pulse velocity

1-2 THESIS OBJECTIVES

To find an acceptable equation that can be used to measure the compressive

strength from the ultrasonic pulse velocity (UPV) the following objectives are

targeted

The first objective is to find a general equation which relates the SUPV and

the compressive strength for normally cured concrete A privet equation

depending on the slump of the concrete mix has been found beside that an

Chapter One

equation for some curing types methods like pressure steam curing has been

The second objective is to make a statistical analysis to find a general equation

which involves more parameters like (WC ratio age of concrete SO3 content

and the position of taking the UPV readings (direct ultrasonic pulse velocity

(DUPV) or surface ultrasonic pulse velocity (SUPV))

The third objective is to verify the accuracy of the proposed equations

1-3 THESIS LAYOUT

The structure of the remainder of the thesis is as follows Chapter two reviews

the concepts of ultrasonic pulse velocity the compressive strength the

equipments used and the methods that can be followed to read the ultrasonic

pulse velocity Reviewing the remedial works for curing methods especially

using the high pressure steam curing methods and finally Review the most

famous published equations authors how work in finding the relation between

the compressive strength and the ultrasonic pulse velocity comes next

Chapter three describes the experimental work and the devices that are

developed in this study to check the effect of the pressure and heat on the

ultrasonic and the compressive strength And chapter four presents the study of

the experimental results and their statistical analysis to propose the best equation

between the UPV and the compressive strength

Chapter five includes case studies examples chosen to check the reliability of

the proposed equation by comparing these proposed equations with previous

equations in this field Finally Chapter six gives the main conclusions obtained

from the present study and the recommendations for future work

Chapter Two

Review of Literature

2-1 Introduction Ultrasonic pulse velocity test is a non-destructive test which is performed by

sending high-frequency wave (over 20 kHz) through the media By following

the principle that a wave travels faster in denser media than in the looser one an

engineer can determine the quality of material from the velocity of the wave this

can be applied to several types of materials such as concrete wood etc

Concrete is a material with a very heterogeneous composition This

heterogeneousness is linked up both to the nature of its constituents (cement

sand gravel reinforcement) and their dimensions geometry orand distribution

It is thus highly possible that defects and damaging should exist Non

Destructive Testing and evaluation of this material have motivated a lot of

research work and several syntheses have been proposed (Corneloup and

Garnier 1995)

The compression strength of concrete can be easily measured it has been

evaluated by several authors Keiller (1985) Jenkins (1985) and Swamy (1984)

from non- destructive tests The tests have to be easily applied in situ control

These evaluation methods are based on the capacity of the surface material to

absorb the energy of a projected object or on the resistance to extraction of the

object anchored in the concrete (Anchor Edge Test) or better on the propagation

Chapter Two

of acoustic waves (acoustic emission impact echo ultrasounds)The acoustic

method allows an in core examination of the material

Each type of concrete is a particular case and has to be calibrated The non-

destructive measurements have not been developed because there is no general

relation The relation with the compression strength must be correlated by means

of preliminary tests (Garnier and Corneloup 2007)

2-2 Standards on Determination of Ultrasonic Velocity In Concrete

Most nations have standardized procedures for the performance of this test (Teodoru 1989)

bull DINISO 8047 (Entwurf) Hardened Concrete - Determination of

Ultrasonic Pulse Velocity

bull ACI Committee 228 ldquoIn-Place Methods to Estimate Concrete Strength

(ACI 2281R-03)rdquo American Concrete Institute Farmington Hills MI

2003 44 pp

bull Testing of Concrete - Recommendations and Commentary by N Burke

in Deutscher Ausschuss fur Stahlbeton (DAfStb) Heft 422 1991 as a

supplement to DINISO 1048

bull ASTM C 597-83 (07) Standard Test Method for Pulse Velocity through

Concrete

bull BS 1881 Part 203 1986 Testing Concrete - Recommendations for

Measurement of Velocity of Ultrasonic Pulses In Concrete

bull RILEMNDT 1 1972 Testing of Concrete by the Ultrasonic Pulse

Method

bull GOST 17624-87 Concrete - Ultrasonic Method for Strength

Determination

bull STN 73 1371 Method for ultrasonic pulse testing of concrete in Slovak

(Identical with the Czech CSN 73 1371)

bull MI 07-3318-94 Testing of Concrete Pavements and Concrete Structures

by Rebound Hammer and By Ultrasound Technical Guidelines in

Hungarian

The eight standards and specifications show considerable similarities for the

measurement of transit time of ultrasonic longitudinal (direct) pulses in

concrete Nevertheless there are also differences Some standards provide more

details about the applications of the pulse velocity such as strength assessment

defect detection etc It has been established however that the accuracy of most

of these applications including the strength assessment is unacceptably low

Therefore it is recommended that future standards rate the reliability of the

applications

Moreover the present state of ultrasonic concrete tests needs improvement

Since further improvement can come from the use of surface and other guided

waves advanced signal processing techniques etc development of standards

for these is timely (Popovecs et al 1997)

2-3 Testing Procedure Portable Ultrasonic Non-destructive Digital Indicating Test (PUNDIT) is used

for this purpose Two transducers one as transmitter and the other one as

receiver are used to send and receive 55 kHz frequency as shown in

figure (2-1)

The velocity of the wave is measured by placing two transducers one on each

side of concrete element Then a thin grease layer is applied to the surface of

transducer in order to ensure effective transfer of the wave between concrete and

transducer (STS 2004)

Chapter Two

Figure (2-1) ndash PUNDIT apparatus

The time that the wave takes to travel is read out from PUNDIT display and

the velocity of the wave can be calculated as follows

V = L T hellip (2-1)

V = Velocity of the wave kmsec

L = Distance between transducers mm

T = Traveling time sec

Placing the transducers to the concrete element can be done in three formats

as shown in figure (2-2)

1 Direct Transducer

2 Semi-Direct Transducer

3 Indirect (surface) Transducer

Figure (2-2) - Different positions of transducer placement

2- 4 Energy Transmission

Some of the energy of the input signal is dispersed into the concrete and not

picked up by the receiver another part is converted to heat That part which is

transported directly from the input to the output transmitter can be measured by

evaluating the amplitude spectrum of all frequencies The more stiff the material

the larger the transmitted energy the more viscous the less

The Ultrasonic signals are not strong enough to transmit a measured energy up

to about an age of (6 h) for the reference concrete However the mix has been

set already and it is not workable anymore This means that the energy

Chapter Two

transmission from the ultrasonic signals can not be used as a characterizing

property at early age (Reinhardt and Grosse 1996)

2-5 Attenuation of Ultrasonic Waves The energy of an ultrasonic wave traveling through a medium is attenuated

depending on the properties of the medium due to the following reasons

bull Energy absorption which occurs in every state of matter and is caused by

the intrinsic friction of the medium leading to conversion of the mechanical

energy into thermal energy

bull Reflection refraction diffraction and dispersion of the wave this type of

wave attenuation is characteristic particularly for heterogeneous media like

metal polycrystals and concrete

The weakening of the ultrasonic wave is usually characterized by the wave

attenuation coefficient (α) which determines the change of the acoustic pressure

after the wave has traveled a unitary distance through the given medium In

solids the loss of energy is related mainly to absorption and dispersion The

attenuation coefficient α is described by the relation

α=α1+α2 hellip (2-2)

α1 = the attenuation coefficient that describes how mechanical energy is

converted into thermal energy and

α2 = the attenuation coefficient that describes the decrease of wave energy due

to reflections and refractions in various directions

( Garbacz and Garboczi 2003)

2-6 Pulse Velocity Tests

Pulse velocity tests can be carried out on both laboratory-sized specimens and

existing concrete structures but some factors affect measurement (Feldman

bull There must be a smooth contact with the surface under test a coupling

medium such as a thin film of oil is mandatory

bull It is desirable for path-lengths to be at least 12 in (30 cm) in order to

avoid any errors introduced by heterogeneity

bull It must be recognized that there is an increase in pulse velocity at below-

freezing temperature owing to freezing of water from 5 to 30deg C (41 ndash

86degF) pulse velocities are not temperature dependent

bull The presence of reinforcing steel in concrete has an appreciable effect on

pulse velocity It is therefore desirable and often mandatory to choose

pulse paths that avoid the influence of reinforcing steel or to make

corrections if steel is in the pulse path

2-7 In Situ Ultrasound Testing In spite of the good care in the design and production of concrete mixture

many variations take place in the conditions of mixing degree of compaction or

curing conditions which make many variations in the final production Usually

this variation in the produced concrete is assessed by standard tests to find the

strength of the hardened concrete whatever the type of these tests is

So as a result many trials have been carried out in the world to develop fast

and cheap non-destructive methods to test concrete in the labs and structures and

to observe the behaviour of the concrete structure during a long period such

tests are like Schmidt Hammer and Ultrasonic Pulse Velocity Test (Nasht et al

Chapter Two

In ultrasonic testing two essential problems are posed

On one hand bringing out the ultrasonic indicator and the correlation with the

material damage and on the other hand the industrialization of the procedure

with the implementation of in situ testing The ultrasonic indicators are used to

measure velocity andor attenuation measures but their evaluations are generally

uncertain especially when they are carried out in the field (Refai and Lim

2-8 Longitudinal (DUPV) and Lateral Velocity (SUPV) Popovics et al (1990) has found that the pulse velocity in the longitudinal

direction of a concrete cylinder differs from the velocity in the lateral direction

and they have found that at low velocities the longitudinal velocities are greater

whereas at the high velocities the lateral velocities are greater

2-9 Characteristics of Ultrasonic Waves

Ultrasonic waves are generally defined as a phenomenon consisting of the

wave transmission of a vibratory movement of a medium with above-audible

frequency (above 20 kHz) Ultrasonic waves are considered to be elastic waves

(Garbacz and Garboczi 2003)

Ultrasonic waves are used in two main fields of materials testing

bull Ultrasonic flaw detection (detection and characterization of internal

defects in a material)

bull Ultrasonic measurement of the thickness and mechanical properties of a

solid material (stresses toughness elasticity constants) and analysis of

liquid properties

In all the above listed applications of ultrasound testing the vibrations of the

medium can be described by a sinusoidal wave of small amplitude This type of

vibration can be described using the wave equation

hellip (2-3) 22

partpart

=partpart

a = instantaneous particle displacement in m

t = time in seconds

C = wave propagation velocity in ms

x = position coordinate (path) in m

The vibrations of the medium are characterized by the following parameters

- Acoustic velocity ν = velocity of vibration of the material particles around the

position of equilibrium

υ = dadt =ω Acos(ω t minusϕ) hellip(2-4)

a t are as above

ω = 2πf the angular frequency in rads

A = amplitude of deviation from the position of equilibrium in m

φ = angular phase at which the vibrating particle reaches the momentary value

of the deviation from position of equilibrium in rad

- Wave period t = time after which the instantaneous values are repeated

- Wave frequency f = inverse of the wave period

Chapter Two

f = 1T in Hz hellip (2-5)

- Wave length λ = the minimum length between two consecutive vibrating

particles of the same phase

λ =cT = cf hellip(2-6)

In a medium without boundaries ultrasonic waves are propagated spatially

from their source Neighboring material vibrating in the same phase forms the

wave surface The following types of waves are distinguished depending on the

shape of the wave as shown in figure (2-3)

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

3) - Forms of the wave surface a) plane wave b) cylindrical

ve ndash the wave surface is perpendicular to the direction of the wave

propagation

al wave ndash the wave surfaces are coaxial cylinders and the source of

the waves is a straight line or a cylinder

waves ndash the wave surfaces are concentric spherical surfaces

es are induced by a small size (point) source deflection of the

decreased proportionally to its distance from the source For large

distances from the source a spherical wave is transformed into a plane wave

2-10 Pulse Velocity And Compressive Strength At Early Ages

The determination of the rate of setting of concrete by means of pulse velocity

has been investigated by Whitehurst (1951) Some difficulty has been

experienced in obtaining a sufficiently strong signal through the fresh concrete

However he was able to obtain satisfactory results (35) hours after mixing the

concrete He was found that the rate of pulse velocity development is very rapid

at early times until (6) hours and more slowly at later ages until 28 days

Thompson (1961) has investigated the rate of strength development at very early

ages from 2 to 24 hours by testing the compressive strength of (6 in) cubes cured

at normal temperature and also at 35 oC He has found that the rate of strength

development of concrete is not uniform and can not be presented by a

continuous strength line due to steps erratic results obtained from cube tests

Thompson (1962) has also taken measurements of pulse velocity through cubes

cured at normal temperatures between 18 to 24 hours age and at (35 oC)

between 6 and 9 hours His results have shown steps in pulse velocity

development at early ages

Facaoaru (1970) has indicated the use of ultrasonic pulses to study the

hardening process of different concrete qualities The hardening process has

been monitored by simultaneous pulse velocity and compressive strength

measurement

Elvery and Ibrahim (1976) have carried out several tests to examine the

relationship between ultrasonic pulse velocity and cube strength of concrete

from age about 3 hours up to 28 days over curing temperature range of 1-60 oC

They have found equation with correlation equal to (074) more detail will be

explained in chapter five

The specimens used cast inside prism moulds which had steel sides and wooden

Chapter Two

A transducer is positioned in a hole in each end of the mould and aligned

along the centerline of the specimen They have not mention in their

investigation the effect of the steel mould on the wave front of the pulses sent

through the fresh concrete inside the mould Bearing in mind that in the case of

50 KHz transducer which they have used the angle of directivity becomes very

large and the adjacent steel sides will affect the pulse velocity

Vander and Brant (1977) have carried out experiments to study the behavior of

different cement types used in combination with additives using PNDIT with

one transducer being immersed inside the fresh concrete which is placed inside a

conical vessel They have concluded that the method of pulse measurement

through fresh concrete is still in its infancy with strong proof that it can be

valuable sights on the behavior of different cement type in combination with

additives( Raouf and Ali 1983)

2-11 Ultrasonic and Compressive Strength In 1951 Whitehurst has measured the pulse velocity through the length of the

specimen prior to strength tests The specimen has then broken twice in flexure

by center point loading on an 18-in span and the two beam ends have finally

broken in compression as modified 6-incubes (According to ASTM C116-68)

When the results of all tests have been combined he could not establish a usable

correlation between compressive strength and pulse velocity as shown in

figure (2-4)

Keating et al (1989) have investigated the relationship between ultrasonic

longitudinal pulse velocity (DUPV) and cube strength for cement sluries in the

first 24 hours For concrete cured at room temperature it is noted that the

relative change in the pulse velocity in the first few hours is higher than the

observed rate of strength gain However a general correlation between these

two parameters can be deduced

Figure (2-4) - Comparison of pulse-velocity with

specimens from a wide variety of mix

Another study regarding the interdependence betwee

(DUPV) and compressive strength has been presente

(1988) Within the scope of this work concrete mixt

cement ratios and aggregate contents cured at three d

examined The L-wave velocity is determined by using

in a time range of up to 28 days And they have found

wave (DUPV) velocity increases at a faster rate w

compressive strength and at later ages the strength

quantity L-wave velocity (DUPV) is found to be a

changes in the compressive strength up to 3 days after

Popovics et al (1998) have determined the velocit

waves by one-sided measurements Moreover L-w

measured by through-thickness measurements for ve

observed that the surface wave velocity is indicative o

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

strength up to 28 days of age The velocity of L-waves (DUPV) measurements is

found to be not suitable for following the strength development because of its

inherent large scatter when compared with the through-thickness velocity

measurements

2-12 Ultrasonic and Compressive Strength with Age at Different

Curing Temperatures At the early age the rate of strength development with age does not follow the

same pattern of the pulse-velocity development over the whole range of strength

and velocity considered To illustrate this Elvery and lbrahim (1976) have

drawn a typical set of results for one concrete mix cured at a constant

temperature as shown in figure (2-5) In this figure the upper curve represents

the velocity development and the other represents the strength development

They have also found that at later ages the effect of curing temperature becomes

much less pronounced Beyond about 10 days the pulse velocity is the same for

all curing temperatures from 5 to 30 oC where the aggregatecement ratio is

equal to (5) and water cement ratio is equal to (045) as shown in figure (2-6)

Figure (2-5) - Typical strength and pulse-velocity developments with age

(A) Strength development curves for concretes cured at different temperatures

(B) Pulse-velocity development curves for concretes cured at different

temperatures

Figure (2-6) - (A and B) strength and pulse- velocity development curves for

concretes cured at different temperatures respectively (Elvery and lbrahim

Age of Concrete

Age of concrete

ity (k

Chapter Two

2-13 Autoclave Curing High pressure steam curing (autoclaving) is employed in the production of

concrete masonry units sand-lime brick asbestos cement pipe hydrous calcium

silicate-asbestos heat insulation products and lightweight cellular concrete

The chief advantages offered by autoclaving are high early strength reduced

moisture volume change increased chemical resistance and reduced

susceptibility to efflorescence (ACI Committee 516 1965) The autoclave cycle

is normally divided into four periods (ACI committee516 1965)

bull Pre-steaming period

bull Heating (temperaturendashrise period with buildup of pressure)

bull Maximum temperature period (hold)

bull Pressure-release period (blow down)

2-14 Relation between Temperature and Pressure

To specify autoclave conditions in term of temperature and pressure ACI

Committee 516 refers to figure (2-7) if one condition we can be specified the

other one can be specified too

The pressure inside the autoclave can be measured by using the pressure

gauges but the temperature measure faces the difficulty which is illustrated by

the difficulty of injecting the thermometer inside the autoclave therefore figure

(2-8) can be used to specify the temperature related with the measured pressure

Figure (2-7) - Relation between temperature and pressure in autoclave (Surgey

et al 1972)

And for the low pressure lt 6 bar the figure (2-7) can be used to estimate the

corresponding temperature

Figure (2-8) - Relation between temperature and pressure of saturated steam

(ACI Journal 1965)

Tempreture oC

Gage Pressure plus 1 kgcm2

100 121 143 166 188 210 199177154132 110

Chapter Two

2-15 Shorter Autoclave Cycles For Concrete Masonry Units The curing variable causing the greatest difference in compressive strength of

specimens is the length of the temperature-rise period (or heating rate) with the

(35) hr period producing best results and this rate depends on the thickness of

the concrete samples Variations in the pre-steaming period have the most effect

on sand-gravel specimens with the (45) hr period producing highest strength

where (15) hr temperature rise period generally produces poor results even

when it is combined with the longest (45 hr) pre-steaming period

A general decrease in strength occurred when temperature-rise period increases

from (35 to 45) hr when use light weight aggregate is used

However the longer pre-steaming time is beneficial when it is combined with

the short temperature-rise period (Thomas and Redmond 1972)

2-16 Nature of Binder in Autoclave Curing Portland cement containing silica in the amount of 0-20 percent of total

binder and treated cement past temperatures above 212 F (100 oC) can produce

large amounts of alpha dicalcium silicate hydrate This product formed during

the usual autoclave treatment although strongly crystallized is a week binder

Specimens containing relatively large amounts exhibit low drying shrinkage

than those containing tobermorite as the principal binder

It can be noted that for 350 F (176 oC) curing the strength decreases at the

beginning as the silica flour increases to about 10 percent Between 10 and 30

percent the strength increases remarkably with an increase in silica Beyond the

composition of maximum strength (30 percent silica and 70 percent cement)

the strength decreases uniformly with increasing silica additions (ACI

Committee 1965)

Examination of the various binders by differential thermal analysis and light

microscopy have shown the following (Kalousek et al1951)

0-10 percent silica-decreasing Ca (OH)2 and increasing

OHSiOCaO 22 2α

10-30 percent silica-decreasing OHSiOCaO 22 2α

and increasing tober-morite

30-40 percent silica-tobermorite

40-100 percent silica-decreasing tobermorite and increasing unreacted silica

2-17 Relation of Binders to Strength

The optimum period of time for high pressure steam curing of concrete

products at any selected temperature depends on several factors for the

purposes of illustrating the effects of time of autoclaving on strengths of

pastes with optimum silica contents These factors included

bull Size of specimens

bull Fineness and reactivity of the siliceous materials

In 1934 Menzels results for curing temperatures of 250 F(121 oC) 300 F

(149 oC) and 350 F (176 oC) are reproduced in figure (2-9) the specimens

have been 2 in (5 cm) cubes made with silica passing sieve no 200 (30

percent silica and 70 percent cement ) and the time is the total time at full

pressure (The temperature rise and the cooling portions of the cycle are not

included) (ACI committee 516 1965)

The curing at 350 F (176 oC) has a marked advantage in strength attainable

in any curing period investigated curing at 300 F (149 oC) gives a

significantly lower strength than the curing at 350 F (176 oC) Curing at 250

F (121 oC) is definitely inferior Families of curves similar to those shown in

figure (2-9) can be plotted for pastes other than those with the optimum

silica content Curves for 30-50 percent silica pastes show strength rising

most rapidly with respect to time when curing temperatures are in the range

of 250-350 F (121-176 oC) (Menzel 1934)

However such curves for pastes containing no reactive siliceous material

have a different relationship Such curves show that strengths actually

decrease as maximum curing temperatures increase in the same range

Chapter Two

2-18 Previo Several s

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

Curing time hr(2-9)- Relation of compressive strength to curing time of Portland

cement pastes containing optimum amounts of reactive siliceous

material and cured at various temperatures (Menzel1934)

us Equations tudies have been made to develop the relation between the

lse velocity and the compressive strength in the following the

are find the most important equations

Z and Ali ZM Equation (1983)

t et al equation (2005)

R Equation (1962)

ande et al Equation (1996)

ics et al Equation (1990)

y and lbrahim Equation (1976)

of these equations and the verification with the proposed equations

in chapter five

that ACI 2281R-03 recommended to develop an adequate strength

y taking at least 12 cores and determinations of pulse velocity near

the core taken with five replicate The use of the ACI in-place

only be economical if a large volume of concrete is to be evaluated

Chapter Three

Experimental Program

3-1 Introduction

This chapter includes a brief description of the materials that have been used

and the experimental tests carried out according to the research plan to observe

the development of concrete strength during time to compare it with Ultrasonic

Pulse Velocity (UPV) change The physical and chemical tests of the fine and

coarse aggregate tests have been carried out in the materials laboratory of the

Civil Engineering Department of the University of Baghdad Three gradings of

sand have been used with different salt contain Five grading of coarse aggregate

made by distributing the gravel on the sieves and re-form the specified grading

in order to observe the influence of the aggregate type on the Ultrasonic Pulse

Velocity (UPV) and compressive strength of concrete In this research two

methods of curing are used normal and high pressure steam curing for high

pressure steam curing composed autoclave has been made

3-2 Materials Used 3-2-1 Cements

Two types of cement are used ordinary Portland cement (OPC) and sulphate

resisting Portland cement (SRPC) Table (3-1) shows the chemical and

physical properties of the cement used

Table (3-1) - Chemical and physical properties of cements OPC and SRPC with Limits of IQS (5-1984)

Chapter three

Results of chemical analysis Percent

Oxide Content Oxide composition

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

Calculated Potential Compound Composition (Percent)

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

Results of Physical Tests

=250 337 = 230 290 Fineness (Blaine) cm2gm

= 45 117 = 45 92 Initial setting time (min)

le 10 345 le 10 330 Final setting time (Hrsmin)

3 days

7 days

3-2-2 Sand Three natural types of sand are used Its grading and other characteristics are

conformed with IQS (No45-1980) and BS 8821992 as shown in Table (3-2)

Table (3-2) Grading and characteristics of sand used Sieve Openings

size (mm)Passing Percentage Limits of IQS

(45-1980)limits BS 8821992 (Overall Grading)

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

Properties value IQS limits

Fineness Modulus 251 274 252 -

SO3 445 034 205 le 05

3-2-3 Gravel

For this research different graded and maximum size coarse aggregate are

prepared to satisfy the grading requirements of coarse aggregate according to

IQS (45-1980) and BS 8821992The coarse aggregate grading and

characteristics are given in Table (3-3)

Table (3-3) - Grading and characteristics of coarse aggregate used

Sieve Passing Percentage Limits of IQS (45-1980) BS limits 8821992

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

Single ndashsized aggregate

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

Property Value IQS limits

So3 0095 le 01

Chapter three

3-3 Curing Type

There are four procedures for making curing and testing specimens of concrete

stored under conditions intended to accelerate the development of strength The

four procedures are

Procedure A -Warm Water Method

Procedure B -Boiling Water Method

Procedure C -Autogenous Curing Method and

Procedure D -High Temperature and Pressure Method

This research adopts procedures A and D for curing the samples

3-4 Curing Apparatus In this research three autoclaves are used at the same time The first two

autoclaves are available in the lab and the third one is manufactured for this

purpose Figures (3-1) and (3-2) show the autoclaves used in the study and

Figure (3-3) shows the autoclave device which is made for this study

Figure (3-1) - Autoclaves

no1 used in the study

Figure (3-2) - Autoclave no2 used in the study

Figure (3-3) - Autoclaves no3 used in the study

The autoclave working with a pressure of 8 bars curing pressure is

designated as (no1) and the other which work with a pressure of 2 bars

Chapter three

curing pressure as (no2) and the manufactured autoclave which have been

designed to reach 4 bars curing pressure as (no3)

The autoclave (no3) manufactured in order to reach a middle state

between autoclave (no1) and autoclave (no2)

The manufactured autoclave had been built to reach a maximum pressure of

5 bars and a temperature of 200 oC by using a stainless steel pipe of 250 mm

diameter and 20 mm thickness having a total height of 800 mm covered

with two plates the upper plate contain the pressure gage and the pressure

valve which is used to keep the pressure constant as shown in figure (3-3)

The autoclave is filled with water to a height of 200 mm to submerge the

inner electrical heater To keep autoclave temperature constant another

heater had been placed under the device and the autoclave is covered by

heat insulator to prevent heat leakage

3-5 Shape and Size of Specimen

The velocity of short pulses of vibrations is independent of the size and shape

of specimen in which they travel unless its least lateral dimension is less than a

certain minimum value Below this value the pulse velocity can be reduced

appreciably The extent of this reduction depends mainly on the ratio of the

wave length of the pulse to the least lateral dimension of the specimen but it is

insignificant if the ratio is less than unity Table (3-4) gives the relationship

between the pulse velocity in the concrete the transducer frequency and

minimum permissible lateral dimension of the specimen (BS 1881 Part

2031986)

Table (3-4) ndash Effect of specimen dimensions on pulse transmission (BS 1881

Part 2031986)

Transducer frequency

Pulse Velocity in Concrete in (kms)

Vc= 35 Vc= 40 Vc= 45 Minimum Permissible Lateral Specimen Dimension

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Depending on that the smallest dimension of the prism (beam) which has been

used equal to 100 mm in order to provide a good lateral length for the ultrasonic

wave because transducer frequency equal to 54 kHz

In PUNDIT manual the path length must be greeter than 100 mm when 20 mm

size aggregate is used or greater than 150 mm for 40 mm size aggregate And for

more accurate value of pulse velocity the pulse path length used of 500 mm

The depth of the smallest autoclave device decided the length of the specimens

therefore the specimens length which is used was 300 mm As shown in figure

Figure (3-4) Shape and size of the samples used in the study

Chapter three

3-6 Testing Procedure 1 Mix design is established for (15-55) Mpa compressive strength depending on

British method of mix selection (mix design)

2 Three types of sand are used

3 One type of gravel is used but with different type of grading as mentioned

before

4 Dry materials are weighted on a small balance gradation to the nearest tenth of

the gram

5 Mix tap water is measured in a large graded cylinder to the nearest milliliter

6 Aggregates are mixed with approximately 75 percent of the total mix water

(pre-wet) for 1 to 15 min

7 The cement is added and then the remaining of mix water is added over a 15

to 2 min period All ingredients are then mixed for an additional 3 min Total

mixing time has been 6 min

8 Sixteen cubes of 100 mm and four prisms of 300100100 mm are caste for

each mix

9 The samples were then covered to keep saturated throughout the pre-steaming

period

10 One prism with eight cubes is placed immediately after 24 hr from casting

in the water for normal curing

11 In each of the three autoclaves one prism is placed with four cubes

immediately after 24 hr from casting except in apparatus no1 where only a

prism is placed without cubes

12 The pre-steaming chamber consists of a sealed container with temperature-

controlled water in the bottom to maintain constant temperature and humidity

conditions

13 After normal curing (28 day in the water) specimens are marked and stored

in the laboratory

14 Immediately before testing the compressive strength at any age 7 14 21

28 60 90 and 120 days the prism is tested by ultrasonic pulse velocity

techniques (direct and surface) Figure (3-5) shows the PUNDIT which is

used in this research with the direct reading position And then two cubes

specimens are tested per sample to failure in compression device

Figure (3-5) PUNDIT used in this research with the direct reading position

3-7 Curing Process For high pressure steams curing three instruments are used in this researchFor

this purpose a typical steaming cycle consists of a gradual increase to the

maximum temperature of 175 oC which corresponds to a pressure of 8 bars over

Chapter three

a period of 3 hours for the first instrument whereas the maximum temperature

of 130 oC corresponds to a pressure of 2 bars over a period of 2 hr in the second

one and the maximum temperature of 150 oC corresponds to a pressure of 4

bars over a period of 3 hr in the third apparatus which is made for this research

This is followed by 5 hr at constant curing temperatures and then the instruments

are switched off to release the pressures in about 1 hour and all the instruments

will be opened on the next day

Chapter Four

Discussion of Results

4-1 Introductions The concrete strength taken for cubes made from the same concrete in the structure

differs from the strength determined in situ because the methods of measuring the

strength are influenced by many parameters as mentioned previously So the cube

strength taken from the samples produced and tests in the traditional method will

never be similar to in situ cube strength

Also the results taken from the ultrasonic non-destructive test (UPV) are predicted

results and do not represent the actual results of the concrete strength in the structure

So this research aims to find a correlation between compressive strength of the cube

and results of the non-destructive test (UPV) for the prisms casting from the same

concrete mix of the cubes by using statistical methods in the explanation of test

results

4-2 Experimental Results The research covers 626 test results taken from 172 prisms and nearly 900 concrete

cubes of 100 mm All of these cubes are taken from mixtures designed for the

purpose of this research using ordinary Portland cement and sulphate resisting

Portland cement compatible with the Iraqi standard (No5) with different curing

conditions The mixing properties of the experimental results are shown in Table (4-

1) (A) for normal curing and Table (4-1) B C and D for pressure steam curing of 2 4

and 8 bar respectively

Chapter Four

Table (4-1) A- Experimental results of cubes and prisms (normally curing)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

1 90 (60-180) 034 06 Type 1 1209266 7 705 426 336 2422 90 (60-180) 034 06 Type 1 1209266 14 1335 458 398 2423 90 (60-180) 034 06 Type 1 1209266 21 2300 454 451 2394 90 (60-180) 034 06 Type 1 1209266 28 2725 460 468 2415 90 (60-180) 034 06 Type 1 1209266 60 3078 465 480 2436 90 (60-180) 034 06 Type 1 1209266 90 3077 469 479 2397 90 (60-180) 034 06 Type 1 1209266 120 3113 470 481 2408 68 (60-180) 034 04 Type 2 111317 14 3192 468 490 2339 68 (60-180) 034 04 Type 2 111317 21 4375 474 500 235

10 68 (60-180) 034 04 Type 2 111317 28 4330 475 502 23511 68 (60-180) 034 04 Type 2 111317 60 4866 484 508 23612 68 (60-180) 034 04 Type 2 111317 90 4643 483 504 23513 56 (30-60) 034 065 Type 2 1231347 14 1812 434 457 23314 56 (30-60) 034 065 Type 2 1231347 21 2077 418 461 23315 56 (30-60) 034 065 Type 2 1231347 28 2342 444 465 23316 56 (30-60) 034 065 Type 2 1231347 60 2829 450 469 23217 56 (30-60) 034 065 Type 2 1231347 90 2740 453 473 23318 10 (0-10) 034 04 Type 5 1136303 7 3772 472 491 24719 10 (0-10) 034 04 Type 5 1136303 14 4821 487 517 25120 10 (0-10) 034 04 Type 5 1136303 21 4688 490 520 25221 10 (0-10) 034 04 Type 5 1136303 28 5804 493 527 25222 10 (0-10) 034 04 Type 5 1136303 60 6473 498 530 25023 10 (0-10) 034 04 Type 5 1136303 90 4911 503 533 25024 27 (10-30) 034 04 Type 5 1126245 7 3929 442 499 24425 27 (10-30) 034 04 Type 5 1126245 14 4420 480 502 24126 27 (10-30) 034 04 Type 5 1126245 21 4688 483 506 24327 27 (10-30) 034 04 Type 5 1126245 28 4821 487 512 24428 27 (10-30) 034 04 Type 5 1126245 60 4643 494 514 24329 27 (10-30) 034 04 Type 5 1126245 90 5000 494 514 24230 27 (10-30) 034 04 Type 5 1126245 100 3482 _ 46031 73 (60-180) 034 05 Type 4 1191225 150 4375 485 505 23832 73 (60-180) 034 05 Type 4 1191225 7 2806 463 476 23633 73 (60-180) 034 05 Type 4 1191225 14 2961 469 488 23334 73 (60-180) 034 05 Type 4 1191225 21 3138 476 491 23835 73 (60-180) 034 05 Type 4 1191225 28 3845 476 498 23936 73 (60-180) 034 05 Type 4 1191225 60 4331 480 501 23837 73 (60-180) 034 05 Type 4 1191225 90 4022 482 503 23738 73 (60-180) 034 05 Type 4 1191225 120 4375 483 503 23739 59 (30-60) 034 04 Type 2 1117193 7 4286 472 502 24640 59 (30-60) 034 04 Type 2 1117193 14 4375 475 510 24441 59 (30-60) 034 04 Type 2 1117193 21 5357 480 513 24442 59 (30-60) 034 04 Type 2 1117193 28 5357 482 516 24643 59 (30-60) 034 04 Type 2 1117193 60 5223 487 517 24444 59 (30-60) 034 04 Type 2 1117193 90 5000 490 515 24445 95 (60-180) 034 08 Type 4 1335427 7 1307 419 394 23946 95 (60-180) 034 08 Type 4 1335427 90 2839 469 470 23747 95 (60-180) 034 08 Type 4 1335427 14 2288 454 449 23948 95 (60-180) 034 08 Type 4 1335427 28 2647 461 463 23749 95 (60-180) 034 08 Type 4 1335427 60 2767 468 467 23750 78 (60-180) 034 045 Type 1 1147186 7 3438 447 467 23751 78 (60-180) 034 045 Type 1 1147186 14 3348 458 479 23752 78 (60-180) 034 045 Type 1 1147186 21 3393 463 489 23853 78 (60-180) 034 045 Type 1 1147186 28 3929 464 493 23754 78 (60-180) 034 045 Type 1 1147186 60 4464 472 502 23655 78 (60-180) 034 045 Type 1 1147186 90 4643 477 499 23656 78 (60-180) 034 045 Type 1 1147186 120 4643 475 499 23657 55 (30-60) 034 045 Type 3 114229 7 2991 452 459 23458 55 (30-60) 034 045 Type 3 114229 14 3058 467 477 23459 55 (30-60) 034 045 Type 3 114229 21 3482 469 487 23360 55 (30-60) 034 045 Type 3 114229 28 3661 472 493 23561 55 (30-60) 034 045 Type 3 114229 60 4688 480 502 23362 55 (30-60) 034 045 Type 3 114229 90 4554 483 502 23563 55 (30-60) 034 045 Type 3 114229 120 4509 486 499 23564 29 (10-30) 034 045 Type 2 1151279 7 2634 450 470 24165 29 (10-30) 034 045 Type 2 1151279 14 3750 469 498 24266 29 (10-30) 034 045 Type 2 1151279 21 3839 474 503 24167 29 (10-30) 034 045 Type 2 1151279 28 4286 476 510 24168 29 (10-30) 034 045 Type 2 1151279 60 4464 482 518 24269 29 (10-30) 034 045 Type 2 1151279 90 5134 486 518 24170 29 (10-30) 034 045 Type 2 1151279 120 5000 486 518 24371 56 (30-60) 034 04 Type 1 1117193 90 4950 485 505 24472 56 (30-60) 034 04 Type 1 1117193 7 4243 467 492 24673 56 (30-60) 034 04 Type 1 1117193 14 4331 470 499 24474 56 (30-60) 034 04 Type 1 1117193 21 5304 476 502 24475 56 (30-60) 034 04 Type 1 1117193 28 5304 477 505 24676 56 (30-60) 034 04 Type 1 1117193 60 5171 483 507 24477 25 (10-30) 034 04 Type 1 1126245 90 4950 489 509 242

Table (4-1) A- Continued

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

78 25 (10-30) 034 04 Type 1 1126245 100 3447 45579 8 (0-10) 034 045 Type 2 11634 7 2411 461 473 24580 8 (0-10) 034 045 Type 2 11634 14 3482 481 499 24681 8 (0-10) 034 045 Type 2 11634 21 3795 487 511 24882 8 (0-10) 034 045 Type 2 11634 28 4152 492 518 24683 8 (0-10) 034 045 Type 2 11634 60 5313 495 525 24684 8 (0-10) 034 045 Type 2 11634 90 5357 500 523 24585 8 (0-10) 034 045 Type 2 11634 120 5268 501 520 24386 70 (60-180) 205 048 Type 1 1132218 28 2612 451 45587 70 (60-180) 205 048 Type 1 1132218 7 2232 434 390 23888 70 (60-180) 205 048 Type 1 1132218 28 4040 466 470 23689 70 (60-180) 205 048 Type 1 1132218 60 3929 467 476 24390 105 (60-180) 034 05 Type 3 1171193 7 3359 446 468 23891 105 (60-180) 034 05 Type 3 1171193 14 3845 455 479 23992 105 (60-180) 034 05 Type 3 1171193 21 3845 459 483 23993 105 (60-180) 034 05 Type 3 1171193 28 4287 458 489 24194 105 (60-180) 034 05 Type 3 1171193 60 4552 463 494 23795 105 (60-180) 034 05 Type 3 1171193 90 4641 463 494 23996 105 (60-180) 034 05 Type 3 1171193 150 5038 468 496 23997 65 (60-180) 034 048 Type 1 1132218 7 2098 451 421 23898 65 (60-180) 034 048 Type 1 1132218 28 2946 467 462 23999 65 (60-180) 034 048 Type 1 1132218 60 3549 466 471 240

100 65 (60-180) 034 048 Type 1 1132218 90 4152 469 467 242101 65 (60-180) 034 048 Type 1 1132218 120 2545 470 465 248102 65 (60-180) 034 048 Type 1 1132218 150 3527 492 522 249103 9 (0-10) 205 05 Type 2 1169482 7 2589 478 411 231104 9 (0-10) 205 05 Type 2 1169482 28 3036 489 503 247105 9 (0-10) 205 05 Type 2 1169482 60 3839 490 528 248106 9 (0-10) 205 05 Type 2 1169482 90 3839 497 518 248107 9 (0-10) 205 05 Type 2 1169482 120 3214 501 518 248108 15 (10-30) 205 05 Type 2 1152392 7 1696 447 442 243109 15 (10-30) 205 05 Type 2 1152392 28 2232 470 469 242110 15 (10-30) 205 05 Type 2 1152392 60 3036 471 472 241111 15 (10-30) 205 05 Type 2 1152392 90 3929 471 470 240112 15 (10-30) 205 05 Type 2 1152392 120 3616 475 471 240113 45 (30-60) 205 05 Type 2 1139326 7 2165 446 459 238114 45 (30-60) 205 05 Type 2 1139326 28 3036 464 491 243115 45 (30-60) 205 05 Type 2 1139326 60 2902 469 496 243116 45 (30-60) 205 05 Type 2 1139326 90 3817 471 497 240117 45 (30-60) 205 05 Type 2 1139326 120 3705 474 496 240118 85 (60-180) 205 05 Type 2 1142275 7 2232 444 401 242119 85 (60-180) 205 05 Type 2 1142275 14 3371 475 451 241120 85 (60-180) 205 05 Type 2 1142275 21 2857 474 497 241121 85 (60-180) 205 05 Type 2 1142275 28 3281 476 500 244122 85 (60-180) 205 05 Type 2 1142275 60 3884 477 510 243123 85 (60-180) 205 05 Type 2 1142275 90 4107 481 511 239124 85 (60-180) 205 05 Type 2 1142275 120 4955 483 508 241125 20 (10-30) 034 05 Type 2 1237387 7 3125 476 494 239126 20 (10-30) 034 05 Type 2 1237387 14 3304 484 511 241127 20 (10-30) 034 05 Type 2 1237387 21 3571 487 514 242128 20 (10-30) 034 05 Type 2 1237387 28 4040 491 519 242129 20 (10-30) 034 05 Type 2 1237387 60 4286 498 525 242130 20 (10-30) 034 05 Type 2 1237387 90 4911 497 527 242131 20 (10-30) 034 05 Type 2 1237387 120 4643 495 526 242132 20 (10-30) 034 05 Type 2 1237387 150 4330 498 527 242133 77 (60-180) 034 04 Type 1 111317 14 3224 472 495 233134 77 (60-180) 034 04 Type 1 111317 21 4419 479 505 235135 77 (60-180) 034 04 Type 1 111317 28 4374 480 507 235136 77 (60-180) 034 04 Type 1 111317 60 4915 489 513 236137 77 (60-180) 034 04 Type 1 111317 90 4689 488 509 235138 58 (30-60) 034 05 Type 2 119274 7 2924 461 475 234139 58 (30-60) 034 05 Type 2 119274 14 3571 477 492 236140 58 (30-60) 034 05 Type 2 119274 21 4107 478 500 237141 58 (30-60) 034 05 Type 2 119274 28 3839 482 508 237142 58 (30-60) 034 05 Type 2 119274 60 4196 484 510 237143 58 (30-60) 034 05 Type 2 119274 90 5268 489 513 236144 58 (30-60) 034 05 Type 2 119274 120 4688 489 510 236145 58 (30-60) 034 05 Type 2 119274 150 4107 491 512 236146 72 (60-180) 034 05 Type 2 1191225 7 2835 468 481 236147 72 (60-180) 034 05 Type 2 1191225 14 2991 474 493 233148 72 (60-180) 034 05 Type 2 1191225 21 3170 480 496 238149 72 (60-180) 034 05 Type 2 1191225 28 3884 480 503 239150 72 (60-180) 034 05 Type 2 1191225 60 4375 485 506 238151 72 (60-180) 034 05 Type 2 1191225 90 4063 487 508 237152 72 (60-180) 034 05 Type 2 1191225 120 4420 487 508 237153 72 (60-180) 034 05 Type 2 1191225 150 4420 490 510 238154 72 (60-180) 034 05 Type 2 1191225 120 3978 490 507 237

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

proportionsAge (day)

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

155 72 (60-180) 034 05 Type 5 1191225 7 2320 456 471 235156 72 (60-180) 034 05 Type 5 1191225 41 3536 471 492 237157 72 (60-180) 034 05 Type 5 1191225 21 3580 476 495 236158 72 (60-180) 034 05 Type 5 1191225 28 3889 479 503 234159 72 (60-180) 034 05 Type 5 1191225 60 4574 484 508 236160 72 (60-180) 034 05 Type 5 1191225 90 5259 487 512 235161 92 (60-180) 034 05 Type 4 1171193 7 3393 451 473 238162 92 (60-180) 034 05 Type 4 1171193 14 3884 459 484 239163 92 (60-180) 034 05 Type 4 1171193 21 3884 463 488 239164 92 (60-180) 034 05 Type 4 1171193 28 4330 463 494 241165 92 (60-180) 034 05 Type 4 1171193 60 4598 468 499 237166 92 (60-180) 034 05 Type 4 1171193 90 4688 468 499 239167 92 (60-180) 034 05 Type 4 1171193 120 4688 470 499 239168 92 (60-180) 034 05 Type 4 1171193 150 5089 473 501 239169 98 (60-180) 205 05 Type 4 11242412 7 1451 401 395 233170 98 (60-180) 205 05 Type 4 11242412 14 1786 424 438 233171 98 (60-180) 205 05 Type 4 11242412 21 2277 432 446 233172 98 (60-180) 205 05 Type 4 11242412 28 2366 439 458 233173 98 (60-180) 205 05 Type 4 11242412 60 3214 445 465 266174 98 (60-180) 205 05 Type 4 11242412 90 3214 447 468 231175 98 (60-180) 205 05 Type 4 11242412 120 3080 452 472 231176 85 (60-180) 034 05 Type 1 1175263 7 1984 472 475 239177 85 (60-180) 034 05 Type 1 1175263 14 2796 481 504 243178 85 (60-180) 034 05 Type 1 1175263 21 2931 487 510 242179 85 (60-180) 034 05 Type 1 1175263 28 3562 494 513 243180 85 (60-180) 034 05 Type 1 1175263 60 4148 496 517 241181 85 (60-180) 034 05 Type 1 1175263 90 4193 498 514 241182 70 (60-180) 034 05 Type 5 1191225 7 2344 461 476 235183 70 (60-180) 034 05 Type 5 1191225 41 3571 476 497 237184 70 (60-180) 034 05 Type 5 1191225 21 3616 481 500 236185 70 (60-180) 034 05 Type 5 1191225 28 3929 484 508 234186 70 (60-180) 034 05 Type 5 1191225 60 4621 489 513 236187 70 (60-180) 034 05 Type 5 1191225 90 5313 492 517 235188 70 (60-180) 034 05 Type 5 1191225 120 4018 495 512 237189 90 (60-180) 205 05 Type 5 1141275 7 893 413 347 240190 90 (60-180) 205 05 Type 5 1141275 14 1384 424 366 237191 90 (60-180) 205 05 Type 5 1141275 21 1295 432 403 240192 90 (60-180) 205 05 Type 5 1141275 28 1384 438 406 242193 90 (60-180) 205 05 Type 5 1141275 60 2054 444 413 238194 90 (60-180) 205 05 Type 5 1141275 90 2277 450 446 235195 90 (60-180) 205 05 Type 5 1141275 120 2143 451 446 233196 10 (0-10) 034 05 Type 1 1182421 14 2455 501 514 245197 10 (0-10) 034 05 Type 1 1182421 21 3170 511 525 249198 10 (0-10) 034 05 Type 1 1182421 28 3438 510 528 246199 10 (0-10) 034 05 Type 1 1182421 60 4063 514 532 247200 10 (0-10) 034 05 Type 1 1182421 90 3929 519 530 246201 27 (10-30) 034 05 Type 1 1176374 7 2188 464 481 243202 27 (10-30) 034 05 Type 1 1176374 14 3036 480 504 245203 27 (10-30) 034 05 Type 1 1176374 21 3259 489 511 245204 27 (10-30) 034 05 Type 1 1176374 28 4152 491 515 244205 27 (10-30) 034 05 Type 1 1176374 60 3839 491 515 244206 75 (60-180) 034 045 Type 2 1147186 120 4596 470 494 236207 75 (60-180) 034 045 Type 2 1147186 7 3403 442 462 237208 75 (60-180) 034 045 Type 2 1147186 14 3315 453 474 237209 75 (60-180) 034 045 Type 2 1147186 21 3427 467 494 238210 75 (60-180) 034 045 Type 2 1147186 28 3968 469 498 237211 75 (60-180) 034 045 Type 2 1147186 60 4509 476 507 236212 75 (60-180) 034 045 Type 2 1147186 90 4689 481 504 236213 55 (30-60) 034 05 Type 1 1171318 7 2009 502 469 238214 55 (30-60) 034 05 Type 1 1171318 14 2723 483 492 242215 55 (30-60) 034 05 Type 1 1171318 21 3080 489 504 238216 55 (30-60) 034 05 Type 1 1171318 28 3348 491 511 240217 55 (30-60) 034 05 Type 1 1171318 60 4196 492 512 239218 55 (30-60) 034 05 Type 1 1171318 90 3705 496 511 239219 85 (60-180) 034 05 Type 1 1175263 7 1964 467 470 239220 85 (60-180) 034 05 Type 1 1175263 14 2768 476 499 243221 85 (60-180) 034 05 Type 1 1175263 21 2902 482 505 242222 85 (60-180) 034 05 Type 1 1175263 28 3527 489 508 243223 85 (60-180) 034 05 Type 1 1175263 60 4107 491 512 241224 85 (60-180) 034 05 Type 1 1175263 90 4152 493 509 241225 5 (0-10) 205 056 Type 2 121599 21 3036 482 514 247226 5 (0-10) 205 056 Type 2 121599 28 2991 489 518 247227 5 (0-10) 205 056 Type 2 121599 60 3571 492 526 248228 5 (0-10) 205 056 Type 2 121599 90 4196 492 525 247229 5 (0-10) 205 056 Type 2 121599 120 4241 493 527 247230 5 (0-10) 205 056 Type 2 121599 150 2500 493 526 247231 115 (60-180) 034 08 Type 2 1333333 7 526 373 306 234

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

309 70 (60-180) 445 06 Type 2 1187333 14 1920 425 438 235310 70 (60-180) 445 06 Type 2 1187333 21 2009 432 451 237311 70 (60-180) 445 06 Type 2 1187333 28 2009 438 454 237312 70 (60-180) 445 06 Type 2 1187333 60 2210 443 464 237313 70 (60-180) 445 06 Type 2 1187333 90 2813 444 464 247314 70 (60-180) 445 06 Type 2 1187333 120 2634 447 464 233315 45 (30-60) 034 06 Type 1 1205321 120 2261 451 453 233316 45 (30-60) 034 06 Type 1 1205321 9 908 419 382 240317 45 (30-60) 034 06 Type 1 1205321 14 1059 462 394 236318 45 (30-60) 034 06 Type 1 1205321 21 1724 436 432 235319 45 (30-60) 034 06 Type 1 1205321 28 2012 441 444 237320 45 (30-60) 034 06 Type 1 1205321 60 2161 445 449 237321 45 (30-60) 034 06 Type 1 1205321 90 2206 451 451 235322 50 (30-60) 034 065 Type 2 1231347 14 1830 439 462 233323 50 (30-60) 034 065 Type 2 1231347 21 2098 422 466 233324 50 (30-60) 034 065 Type 2 1231347 28 2366 448 470 233325 50 (30-60) 034 065 Type 2 1231347 60 2857 455 474 232326 50 (30-60) 034 065 Type 2 1231347 90 2768 458 477 233327 20 (10-30) 034 08 Type 2 1337506 14 915 418 415 240328 20 (10-30) 034 08 Type 2 1337506 21 1295 439 446 238329 20 (10-30) 034 08 Type 2 1337506 28 1616 440 447 237330 20 (10-30) 034 08 Type 2 1337506 60 1987 446 451 234331 20 (10-30) 034 08 Type 2 1337506 90 1674 443 449 234332 28 (10-30) 034 045 Type 3 1151279 7 2608 446 461 241333 28 (10-30) 034 045 Type 3 1151279 14 3713 464 488 242334 28 (10-30) 034 045 Type 3 1151279 21 3801 470 493 241335 28 (10-30) 034 045 Type 3 1151279 28 4243 471 500 241336 28 (10-30) 034 045 Type 3 1151279 60 4420 478 508 242337 28 (10-30) 034 045 Type 3 1151279 90 5083 481 508 241338 100 (60-180) 034 08 Type 1 1333333 7 670 366 300 234339 100 (60-180) 034 08 Type 1 1333333 21 1696 428 440 238340 100 (60-180) 034 08 Type 1 1333333 28 1741 428 444 237341 100 (60-180) 034 08 Type 1 1333333 60 2098 436 452 236342 100 (60-180) 034 08 Type 1 1333333 90 2009 440 452 237343 72 (60-180) 034 045 Type 1 1147186 7 3369 438 458 237344 72 (60-180) 034 045 Type 1 1147186 14 3281 449 469 237345 72 (60-180) 034 045 Type 1 1147186 21 3325 453 479 238346 72 (60-180) 034 045 Type 1 1147186 28 3850 455 483 237347 72 (60-180) 034 045 Type 1 1147186 60 4375 462 492 236348 72 (60-180) 034 045 Type 1 1147186 90 4550 467 489 236349 72 (60-180) 034 045 Type 1 1147186 120 4550 466 489 236350 28 (10-30) 034 06 Type 3 122546 120 2779 475 468 235351 28 (10-30) 034 06 Type 3 122546 7 1896 447 439 234352 28 (10-30) 034 06 Type 3 122546 14 2149 457 449 235353 28 (10-30) 034 06 Type 3 122546 21 2207 459 451 235354 28 (10-30) 034 06 Type 3 122546 28 2442 464 459 237355 28 (10-30) 034 06 Type 3 122546 60 2659 470 465 237356 28 (10-30) 034 06 Type 3 122546 90 2830 473 470 233357 95 (60-180) 034 08 Type 4 1335427 7 670 410 318 239358 95 (60-180) 034 08 Type 4 1335427 14 1339 445 440 239359 95 (60-180) 034 08 Type 4 1335427 28 1674 452 454 237360 95 (60-180) 034 08 Type 4 1335427 60 2188 458 458 237361 95 (60-180) 034 08 Type 4 1335427 90 2098 460 461 237362 55 (30-60) 034 08 Type 4 132523 10 1384 445 400 242363 55 (30-60) 034 08 Type 4 132523 21 1719 458 457 241364 55 (30-60) 034 08 Type 4 132523 28 2277 465 456 241365 55 (30-60) 034 08 Type 4 132523 60 2433 466 463 240366 55 (30-60) 034 08 Type 4 132523 90 2054 467 458 240367 90 (60-180) 034 08 Type 1 1335427 7 676 415 321 239368 90 (60-180) 034 08 Type 1 1335427 90 2119 464 465 237369 90 (60-180) 034 08 Type 1 1335427 14 1353 450 444 239370 90 (60-180) 034 08 Type 1 1335427 28 1691 457 458 237371 90 (60-180) 034 08 Type 1 1335427 60 2209 463 463 237372 10 (0-10) 034 09 Type 2 1529668 14 893 413 419 233373 10 (0-10) 034 09 Type 2 1529668 21 1071 435 445 238374 10 (0-10) 034 09 Type 2 1529668 28 1250 435 450 236375 10 (0-10) 034 09 Type 2 1529668 60 1629 447 453 237376 10 (0-10) 034 09 Type 2 1529668 90 1563 451 452 234377 58 (30-60) 034 045 Type 2 114224 120 4464 481 489 235378 58 (30-60) 034 045 Type 2 114224 7 2961 448 450 234379 58 (30-60) 034 045 Type 2 114224 14 3027 462 468 234380 58 (30-60) 034 045 Type 2 114224 21 3447 465 477 233381 58 (30-60) 034 045 Type 2 114224 28 3624 467 483 235382 58 (30-60) 034 045 Type 2 114224 60 4641 475 492 233383 58 (30-60) 034 045 Type 2 114224 90 4508 479 492 235

Table (4-1) B- The experimental results of cubes and prism (Pressure steam curing 2 bars)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

10 27 (10-30) 034 04 Type 5 1126245 14 3393 437 451 24111 27 (10-30) 034 04 Type 5 1126245 21 3616 443 462 24412 27 (10-30) 034 04 Type 5 1126245 28 3929 445 464 24313 27 (10-30) 034 04 Type 5 1126245 60 4196 454 468 24114 27 (10-30) 034 04 Type 5 1126245 90 3973 455 470 24115 59 (30-60) 034 04 Type 2 1117193 2 3527 446 463 24116 59 (30-60) 034 04 Type 2 1117193 28 4330 456 478 24017 59 (30-60) 034 04 Type 2 1117193 60 5089 460 479 23918 59 (30-60) 034 04 Type 2 1117193 90 4821 460 478 23419 95 (60-180) 034 08 Type 4 1335427 2 2232 390 367 23220 78 (60-180) 034 045 Type 1 1147186 28 3259 441 459 23921 78 (60-180) 034 045 Type 1 1147186 60 3147 446 468 23422 55 (30-60) 034 045 Type 3 114229 2 2321 402 375 23623 55 (30-60) 034 045 Type 3 114229 28 3259 445 466 24324 55 (30-60) 034 045 Type 3 114229 60 3348 456 475 23825 29 (10-30) 034 045 Type 2 1151279 4 2254 420 395 23426 29 (10-30) 034 045 Type 2 1151279 28 3304 453 470 23727 29 (10-30) 034 045 Type 2 1151279 60 3795 457 474 23128 8 (0-10) 034 045 Type 2 11634 2 2522 402 400 23729 8 (0-10) 034 045 Type 2 11634 28 3839 457 478 24130 8 (0-10) 034 045 Type 2 11634 60 3259 466 489 23931 105 (60-180) 034 05 Type 3 1171193 2 1339 383 316 23832 65 (60-180) 034 048 Type 1 1132218 28 2009 425 357 22833 9 (0-10) 205 05 Type 2 1169482 2 1786 414 321 25334 15 (10-30) 205 05 Type 2 1152392 7 1250 397 336 26035 45 (30-60) 205 05 Type 2 1139326 2 1607 385 322 23436 45 (30-60) 205 05 Type 2 1139326 7 1786 403 386 23937 85 (60-180) 205 05 Type 2 1142275 2 1612 394 315 23138 85 (60-180) 205 05 Type 2 1142275 7 1741 407 323 23539 20 (10-30) 034 05 Type 2 1237387 2 2009 382 325 23640 20 (10-30) 034 05 Type 2 1237387 28 2545 445 466 24141 58 (30-60) 034 05 Type 2 119274 2 1875 376 312 23842 58 (30-60) 034 05 Type 2 119274 28 2679 432 460 24143 72 (60-180) 034 05 Type 2 1191225 2 1696 390 361 23344 72 (60-180) 034 05 Type 2 1191225 28 1830 425 437 23945 92 (60-180) 034 05 Type 4 1171193 2 1964 375 381 22646 92 (60-180) 034 05 Type 4 1171193 28 2232 408 426 23347 98 (60-180) 205 05 Type 4 11242412 2 1429 359 343 23348 98 (60-180) 205 05 Type 4 11242412 28 1429 389 373 23349 70 (60-180) 034 05 Type 5 1191225 2 1563 380 294 23350 70 (60-180) 034 05 Type 5 1191225 28 1987 435 433 23451 90 (60-180) 205 05 Type 5 1141275 5 848 371 271 23252 90 (60-180) 205 05 Type 5 1141275 28 1071 416 341 24053 10 (0-10) 034 05 Type 1 1182421 2 2254 442 431 24354 10 (0-10) 034 05 Type 1 1182421 28 2813 466 472 24855 10 (0-10) 034 05 Type 1 1182421 60 2857 471 470 244

Chapter Four

Table (4-1) B- Continued

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

56 27 (10-30) 034 05 Type 1 1176374 2 2009 423 318 24757 27 (10-30) 034 05 Type 1 1176374 28 2589 465 467 24958 27 (10-30) 034 05 Type 1 1176374 60 2589 467 469 24659 55 (30-60) 034 05 Type 1 1171318 2 1786 386 296 24060 55 (30-60) 034 05 Type 1 1171318 28 2366 439 451 24461 55 (30-60) 034 05 Type 1 1171318 60 2143 444 455 23862 85 (60-180) 034 05 Type 1 1175263 2 1964 397 330 23363 85 (60-180) 034 05 Type 1 1175263 28 2277 443 448 23864 85 (60-180) 034 05 Type 1 1175263 60 2589 449 455 23365 5 (0-10) 205 056 Type 2 121599 2 1607 402 313 25166 5 (0-10) 205 056 Type 2 121599 28 1786 444 418 25267 20 (10-30) 205 056 Type 2 1249 7 1027 372 305 24068 20 (10-30) 205 056 Type 2 1249 28 1339 398 407 24069 35 (30-60) 205 056 Type 2 1192409 2 1205 377 299 23570 35 (30-60) 205 056 Type 2 1192409 7 1250 382 308 24371 35 (30-60) 205 056 Type 2 1192409 28 1250 406 419 24372 35 (30-60) 205 056 Type 2 1192409 60 1116 415 424 23973 70 (60-180) 205 056 Type 2 119635 2 982 368 288 23774 70 (60-180) 205 056 Type 2 119635 7 1161 383 301 24575 70 (60-180) 205 056 Type 2 119635 28 982 406 378 24576 10 (0-10) 034 05 Type 2 1227422 2 2478 417 414 24077 10 (0-10) 034 05 Type 2 1227422 28 2679 463 487 24578 5 (0-10) 205 06 Type 2 1249672 2 625 321 229 23679 5 (0-10) 205 06 Type 2 1249672 2 670 342 244 23680 5 (0-10) 205 06 Type 2 1249672 7 536 359 268 23681 15 (10-30) 445 06 Type 2 1202471 3 982 369 287 25082 15 (10-30) 445 06 Type 2 1202471 7 1116 391 311 23983 40 (30-60) 445 06 Type 2 1191388 2 804 345 274 22684 40 (30-60) 445 06 Type 2 1191388 7 580 367 283 25685 70 (60-180) 445 06 Type 2 1187333 2 804 344 278 23086 70 (60-180) 445 06 Type 2 1187333 7 915 360 294 23387 50 (30-60) 034 065 Type 2 1231347 2 1205 367 328 23388 50 (30-60) 034 065 Type 2 1231347 21 1741 409 457 23389 50 (30-60) 034 065 Type 2 1231347 28 2232 420 417 23290 50 (30-60) 034 065 Type 2 1231347 60 1808 425 416 23291 20 (10-30) 034 08 Type 2 1337506 2 1027 343 273 23192 20 (10-30) 034 08 Type 2 1337506 21 1116 363 303 23393 20 (10-30) 034 08 Type 2 1337506 28 1183 369 303 23394 20 (10-30) 034 08 Type 2 1337506 60 1339 380 328 23095 100 (60-180) 034 08 Type 1 1333333 2 670 303 255 22596 100 (60-180) 034 08 Type 1 1333333 21 804 351 288 22897 100 (60-180) 034 08 Type 1 1333333 28 848 384 310 23198 100 (60-180) 034 08 Type 1 1333333 60 982 374 317 22499 95 (60-180) 034 08 Type 4 1335427 2 938 314 206 243

100 95 (60-180) 034 08 Type 4 1335427 21 938 335 249 233101 95 (60-180) 034 08 Type 4 1335427 28 1071 339 251 236102 95 (60-180) 034 08 Type 4 1335427 60 1004 351 254 236103 55 (30-60) 034 08 Type 4 132523 2 1339 393 304 239104 55 (30-60) 034 08 Type 4 132523 21 1116 404 315 239105 55 (30-60) 034 08 Type 4 132523 28 1540 411 340 237106 55 (30-60) 034 08 Type 4 132523 60 1295 416 345 236107 10 (0-10) 034 09 Type 2 1529668 2 357 132 049 231108 10 (0-10) 034 09 Type 2 1529668 21 513 319 237 235109 10 (0-10) 034 09 Type 2 1529668 28 580 344 267 231110 10 (0-10) 034 09 Type 2 1529668 60 536 334 248 231

Table (4-1) C- The experimental results of cubes and prism (Pressure steam curing 4 bars)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Table (4-1) C- Continued

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

56 5 (0-10) 205 056 Type 2 121599 2 2366 409 369 23557 5 (0-10) 205 056 Type 2 121599 28 1786 441 444 24358 20 (10-30) 205 056 Type 2 1249 7 1116 385 317 23859 20 (10-30) 205 056 Type 2 1249 28 1295 409 379 23660 35 (30-60) 205 056 Type 2 1192409 2 1250 385 319 23161 35 (30-60) 205 056 Type 2 1192409 7 1429 393 328 23762 35 (30-60) 205 056 Type 2 1192409 28 1161 413 406 23663 70 (60-180) 205 056 Type 2 119635 2 982 357 280 23864 70 (60-180) 205 056 Type 2 119635 7 1161 377 296 24665 70 (60-180) 205 056 Type 2 119635 28 1161 400 376 23866 10 (0-10) 034 05 Type 2 1227422 2 3259 428 414 24067 10 (0-10) 034 05 Type 2 1227422 28 3259 475 490 24268 5 (0-10) 205 06 Type 2 1249672 2 714 320 252 23669 5 (0-10) 205 06 Type 2 1249672 7 446 335 264 24070 15 (10-30) 445 06 Type 2 1202471 3 1116 379 295 24371 15 (10-30) 445 06 Type 2 1202471 7 1161 402 319 24372 40 (30-60) 445 06 Type 2 1191388 2 714 350 268 23873 40 (30-60) 445 06 Type 2 1191388 7 625 359 281 23974 70 (60-180) 445 06 Type 2 1187333 2 1027 354 287 22975 70 (60-180) 445 06 Type 2 1187333 7 982 379 318 23776 50 (30-60) 034 065 Type 2 1231347 2 1138 369 290 23377 50 (30-60) 034 065 Type 2 1231347 28 1652 410 404 23378 50 (30-60) 034 065 Type 2 1231347 60 1786 419 419 23279 20 (10-30) 034 08 Type 2 1337506 2 893 334 260 23380 20 (10-30) 034 08 Type 2 1337506 21 1295 357 284 23381 20 (10-30) 034 08 Type 2 1337506 28 1362 367 289 23282 20 (10-30) 034 08 Type 2 1337506 60 1384 369 291 23383 100 (60-180) 034 08 Type 1 1333333 2 625 314 237 22784 100 (60-180) 034 08 Type 1 1333333 28 960 361 301 23085 100 (60-180) 034 08 Type 1 1333333 60 1027 371 307 22486 95 (60-180) 034 08 Type 4 1335427 2 1696 305 226 22487 95 (60-180) 034 08 Type 4 1335427 28 1161 332 252 23388 95 (60-180) 034 08 Type 4 1335427 60 1071 337 260 23289 55 (30-60) 034 08 Type 4 132523 2 1339 381 272 23590 55 (30-60) 034 08 Type 4 132523 21 1071 401 299 23691 55 (30-60) 034 08 Type 4 132523 28 1451 407 305 23392 55 (30-60) 034 08 Type 4 132523 60 1116 415 310 23593 10 (0-10) 034 09 Type 2 1529668 2 558 279 180 23194 10 (0-10) 034 09 Type 2 1529668 21 714 372 303 23795 10 (0-10) 034 09 Type 2 1529668 28 848 390 343 23396 10 (0-10) 034 09 Type 2 1529668 60 960 379 331 233

Table (4-1) D- The experimental results of cubes and prism (Pressure steam curing 8 bars)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

4-3 Discussion of the Experimental Results In this chapter a comparison is made to find the best form of the (UPV) type

surface ultrasonic pulse velocity (SUPV) or direct ultrasonic pulse velocity (DUPV)

to represent the relation between UPV and the compressive strength

There are several variables affecting the compressive strength of concreteIn this

chapter some of these variables are studied to check their influence on the ultrasonic

velocity these variables are

1 Testing procedure (UPV type)

2 Slump of the concrete mix

3 Coarse aggregate gradation

4 Salt content in fine aggregate

5 Water cement ratio (WC)

6 Age of the concrete

7 Density

8 Pressure of steam curing

4-3-1 Testing procedure (DUPV or SUPV)

In this research ultrasonic pulse velocity (UPV) is measured by two methods the

first one is (SUPV) and the second is (DUPV) in order to find the best one to

represent the relation with the compressive strength To investigate that the SUPV

and DUPV data are drawn with the compressive strength for all the samples

subjected to normally cured and two exponential curves found as shown in

figure (4-1) Beside that the correlation factor and R2 are found as a curve as shown

in Table (4-2)

The correlation coefficient use to determine the relationship between two properties

1i)yiy)(xix(

CofficientnCorrelatioσσ

micromicro

minusminus

= hellip (4-1)

1CofficientnCorrelatio1 ltltminus

25 27 29 31 33 35 37 39 41 43 45 47 49 51 53 55 57 59Ultrasonig plus velocity (Kms)

A- Relation between (DUPV) with the compressive strength for all samples

subjected to normal cured

B- Relation between (SUPV) with the compressive strength for all samples

subjected to normal curing

C- Relation between (DUPV and SUPV) with the compressive strength for all

samples subjected to normal curing

Figure (4-1) - Relation between (DUPV and SUPV) with the compressive

strength for all samples subjected to normal curing separated and

combined respectively

Chapter Four

Table (4-2) - Comparison between SUPV and DUPV UPV type Correlation Factor R2 Value

SUPV 08329 07055 DUPV 07389 06504

Figure ((4-1) A and B ) shows that the variations of the DUPV are less than the

variations in the SUPV for the same variation in the compressive strength so

increasing the DUPV happens at a rate less than increasing the compressive strength

where the SUPV is more sensitive for this increasing in the compressive strength

This is because the propagation of surface waves is restricted to a region near the

boundaries that is to the free external surface of the material The depth of the

penetration is on the order of one wavelength thickness The cement paste content of

this layer is greater than the average paste content inside the concrete due to the so

called wall effect Therefore the velocity of a surface wave SUPV is influenced more

by the paste properties than that of the direct waves DUPV that travel through the

whole mass of the concrete Since the concrete strength is also controlled by the

strength of the hardened cement paste SUPV may be a better indicator of the

concrete strength than DUPV

Figure ((4-1) C) shows that for pulse velocity less than (45 kms) the DUPV is

greater than the (SUPV) for the same compressive strength For pulse velocity greater

than (45 kms) the (DUPV) is less than the (SUPV) for the same compressive

strength This happens because at low pulse velocity (less than 45 kms) the

ultrasonic wave passes through the coarse aggregate and that cause a high (DUPV) at

the time the compressive strength is low The (SUPV) wave passes through the

cement mortar and that will represent the compressive strength more accurately

Beside that the correlation factor of SUPV is greater than (DUPV) so using (SUPV)

is better than using the (DUPV) to represent the relation with the compressive

strength

4-3-2 Slump of the Concrete Mix

The slump (workability) of the concrete mix is studied to check the need of finding

a particular equation for every slump Neville (1981) refers that every project or item

of the building is designed according to a particular slump

In this research the influence of the slump on the compressive strength and the

surface (indirect) ultrasonic wave velocity (SUPV) for normal concrete curing is

investigated

Four mixes with the same design the compressive strength and the same fine

aggregate coarse aggregate cement type and WC ratio are made but with changing

the proportion of the mix component according to British method of mix design

which divides the mixes into four ranges of slump from (0-10) (10-30) (30-60)

(60-180) mm and then these four mixes are repeated with different design

In this study for (WC) ratio equal to (04) and (045) the (SUPV) and the

compressive strength are drawn with age of concrete and then the (SUPV) is drawn

with the compressive strength to illustrate the influence of slump range on the

development of the compression strength and ultrasonic pulse velocity as shown in

figures from (4-2) to (4-7)

0 14 28 42 56 70 84Age (day)

sonic Velocity

slump (0-10)sump (10-30)slump (30-60)slump (60-180)

Figure (4-2) -Relation between (SUPV) and concrete age for

different slumps (mm) with (WC) =04

0 14 28 42 56 70 84 9Age (Day)

sive stre

slump (0-10)slump (10-30)slump (30-60)slump (60-180)

Figure (4-3) - Relation between the compressive strength and concrete age for

different slump (mm) with (WC) = (04)

Chapter Four

480 490 500 510 520 530 540Ultrasonic velcity (Kms)

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

Figure (4-4) - Relation between (SUPV) and compressive strength for different

slumps (mm) with (WC) =04

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

Figure (4-5) - Relation between (SUPV) and concrete age for different slump (mm)

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

Figure (4-6) - Relation between compressive strength and the Concrete age for

different slump (mm) with (WC) =045

WC=045

45 46 47 48 49 50 51 52 53 54 55Ultrasonic velocity(kms)

slump (mm) with (WC) =045

Figures ((4-2) (4-3) (4-5) and (4-6)) show that the increase in (SUPV) and the

compressive strength with concrete age is at the same rate But figures (4-4) and (4-7)

show that at the same (SUPV) there is a different compressive strength depending on

the slump range and the great difference appears at slumps (60-180) mm so to get

more accuracy the data can be separated according to slumps

Chapter Four

4-3-3 Graded Coarse Aggregate

In this section two mixes are designed by making the ingredients and curing

condition constant for the two mixes Single- size coarse aggregate with maximum

size of 20 mm is used for the first mix and for the second mix graded aggregate is

used according to grading requirements for coarse aggregate (BS 8821992)

The cubes and prisms which are made from these two mixes are tested by reading

the ultrasonic pulse velocity (direct and surface) before compression test with age at

(7 14 21 28 60 90 and 120) days as shown in figure (4-8)

45 46 47 48 49 50 51

Direct Ultrasonic Velcity (Kms)DUPV

s ingle-sized coarse aggregategraded coarse aggregate

(A) Relation between (DUPV) and compressive strength for single-sized and

graded coarse aggregate

45 46 47 48 49 50 51 52Surface Ultrasonic Velcity (Kms)SUPV

s ingle-sized coarse aggregate

graded coars aggregate

(B) Relation between (SUPV) and compressive strength for single-sized and

Figure (4-8) - (A) and (B) Relation between (UPV) and compressive strength for

single-sized and graded coarse aggregate with (WC =05)

Figure (4-8) Shows that the change in coarse aggregate graded does not make a clear

difference in the ultrasonic pulse velocity

4-3-4 Salt Content in Fine Aggregate

For this part eight mixes are designed with the same compressive strength and

same coarse aggregate The first four mixes are designed for different slumps using

sand with a salt content equal to (SO3=034 ) In the other four mixes are the sand

used which has the salt content equal to (SO3=445 )

Figures (4-9) and (4-12) show the relation between (SUPV) and the concrete age for

sand with (SO3= 034 ) and (SO3= 445 ) respectively and for different slumps

Figures (4-10) and (4-13) show the relation between compressive strength and the

concrete age for sand with (SO3= 034 ) and (SO3= 445 ) respectively for

different slumps Figures (4-11) and (4-14) show the relation between compressive

strength and (SUPV) for sand with (SO3= 034 ) and (SO3= 445 ) respectively

and for different slumps

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

with (WC =05) and (SO3=034) in the fine aggregate

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

Figure (4-10) - Relation between compressive strength and the

Concrete age for different slump (mm) with (WC =05) and (SO3=034) in

the fine aggregate

47 48 49 50 51 52 53 54 55Ultrasonic Velcity (Kms)

slump (mm) with (WC =05) and (SO3=034) in the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

39 40 41 42 43 44 45 46 47 48 49 50 51 52 53Ultrasonic Velocity (Kms)

Chapter Four

From figures (4-9) to (4-14) it can be found that the SO3 content in the fine

aggregate affects the compressive strength more than the UPV To study this effect

figure (4-15) is drawn by using all the data with SO3 content equal to (034

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

ul ic velosity (Kms)

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

ultrasonic velosity (Kms)

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

Figure (4-15) - A and B show relatio

with compressive stre

samples normally cure

trason(A)

n between (DUPV and SUPV) respectively

ngth for (SO3=445 205 and 034) for all

Figure (4-15) (A and B) shows that there is nearly no difference between the

curves of SO3=445 and SO3=205 content in fine aggregate (high SO3

content)

Figure (4-15) shows also that at the same UPV there is a difference in the

compressive strength near 5 Mpa between the one with SO3 =034 and the others

with SO3 =445 and 205 at UPV (DUPV and SUPV) reading less than (45

kms) At UPV reading more than (45 kms) the difference is greater than 5 Mpa

That means the increasing in salt content influences decreasing the compressive

strength at the same ultrasonic pulse velocity

4-3-5 Relation between Compressive Strength and UPV Based on Slump As mentioned before the relation between the compressive strength and the UPV

differs according to the slump value in this part an attempt is made to find the best

combination of the slump ranges that could be applied practically

Chapter Four

normal curing slump (0-10)

R2 = 06926

0 1 2 3 4 5ultrasonic velocity(Kms) indirect

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

normal curing slump (0 -30)

R2 = 07255

0 1 2 3 4 5ultrasonic velocity(Kms)

ive stre

R2 = 07908

0 1 2 3 4 5 6ultrasonic velocity(Kms) indirect

R2 = 0729

ive stre

R2 = 07255

0 1 2 3 4 5 6ultrasonic velocity(Kms)

ive stre

R2 = 06921

Figure (4-17) - Relation between (SUPV) and the compressive strength for different

combined slumps (mm)

Chapter Four

Table (4-3) - Correlation factor and R2 values for different slump combination

Slump (mm) Correlation Factor R2

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

Table (4-3) represents the results of figures (4-16) and (4-17)Hence the slump range

(0-10) gives an equation with least R2 Slump (10-60) nearly gets R2 value equal to

R2 value of the slump (10-30) therefore there is no need to separate the slump into

two part the first one (10-30) and the other (30-60)So the slump range taken for (0-

60) and the R2 of the assumed equation will be less than the R2 value of the slump

range (10-60) where adding the results of the slump range (10-180) will reduce the

R2 value of the assumed equation between the SUPV and the compressive strength

Therefore two equations are suggested to be used one for the slump range (0-60) and

the other equation for the slump range (60-180)

The first one adopts the data for the slump range between (10-60) where the data of

slump range between (0-10) is excluded because if the equation of the slump range

(10-60) is used with the SUPV data of range (0-10) the correlation factor will be

equal to (08288172) where this range with its own equation give correlation factor

equal to (08219808)

4-3-6 Water Cement Ratio (WC)

Figure (4-18) shows the relation between the compressive strength and the (SUPV)

for different (WC) ratio (04 05 06 08 and 09) From this figure it can be found

that the rate of changing of (SUPV) with changing the compressive strength is nearly

the same for different (WC)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

Ultrasonic Velosity (Kms)

wc=04wc=05wc=06wc=08wc=09

(WC) ratios

4-3-7 Age of Concrete

In this part the age of the concrete samples is examined by separating the samples

according to their age and finding the exponential equation that represents every age

and finding its correlation coefficient Before that the exponential equation for all the

samples age have been found using this equation and the correlation coefficient is

found again for every age samples as shown in Table (4-4)

Chapter Four

Table (4-4) - Correlation coefficients for different ages of concrete

Correlation coefficient from

the equation of this age

samples using this age samples

the equation of all samples

using this age samples

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

From table (4-4) it can be found that only the correlation coefficient of the 7th day

is a little more than the correlation coefficient from the equation of all samples All

the correlation coefficients for the other ages are less than the correlation coefficients

of all samples and that means the 7th day age needs separate equation For the other

age the equation that is found for all the samples can be suitable to be used and this

equation can be used for the 7th day age also because the correlation coefficient is a

little more than the correlation coefficient from the equation of all samples

4-3-8 Density of Concrete

The aggregate which is used in this research does not give a wide range of density

therefore the densities obtained have a range only from 23-252 gmcm3 where the

available density is divided into three ranges (23- 24) (24-25) and (gt 25) gmcm3

2 22 24 26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56Ultrasonic Velosity (Kms)

)density range (gt25) gmcm3density range (23-24) gmcm3density range (24-25) gmcm3

density ranges

As shown in figure (4-19) the greatest numbers of specimens are at the range (23-

24) The other two ranges have fewer specimens practically this study does not

prefer using the other range of density

To study the effect of the density the data are separated according to the density

into three ranges and an equation is found for each range and compared with the main

equation which is found from all the data for all densities

Table (4-5) shows that the correlation coefficient between the three equations

found from the separated density ranges and using the samples separated according to

the density range Approximately identical with the correlation coefficients of the

main equation and use separated samples according to the density range

Table (4-5) - Correlation coefficients for different density ranges

Density

Correlation coefficient from eqs

of separate density ranges using

samples separated according to

density range

main equation using samples

separate according to

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

From what is discussed above if the density is within the range of (23-252

gmcm3) there is no need to use a separate equation for each density range and the

main equation between the compressive strength and the ultrasonic pulse velocity can

be used

4-3-9 Pressure of Steam Curing

To illustrate the effect of changing the steam pressure on the relation between the

compressive strength and the (SUPV) three pressures are used to find this effect

Figure (4-20) is drawn with normal curing

0 1 2 3 4 5Ultrasonic Velosity (kms)

8 bar steam curing4 bar steam curing2 bar steam curingnormal curing

Figure (4-20) -Relation between (SUPV) and compressive strength for three

pressures steam curing

As shown from figure (4-20) there is a large difference between the normal curing

curve and the high pressure steam curing That difference appears with increasing the

pressure This happens because of the development of cracks accompanied with

increase in the particles size of hydration products with increasing the heat and

pressure in the concrete (Ludwing and Pense 1956) which affects the UPV greater

than their effect on the compressive strength Depending on that the equation of the

normal curing with the specimen cured with pressure steam can be used and that will

be illustrated more later in the statistical analysis

4-4 Results of Statistical Analysis 4-4-1 Introduction

Here the research turns to the statistical methods in the process of explaining the

tests results and predicting concrete strength in case the test that is carried out in

satisfactory way and standard tools The statistical methods here proved to have a

good value In fact turning to the statistical concepts is indispensable in the analysis

of any test result related to the mechanical strength of the concrete which is obtained

in the lab from the compressive strength test carried out to a sample even in a

standard cube (Indelicato 1997)

The first steps in this research include predicting the analytical relationships

between compressive strength of the cube and UPV The regression analysis method

is used in the analysis process of the results using SPSS (12) ver (4) SEP 2003

whereas this program depends on Least Square Theory in the analysis process

The goal of regression method is to fit a line through points (results) so that the

squared deviations of the observed points from that line are minimized Regression

allows the researcher to obtain a set of coefficients for an equation The principle of

the analysis concept depends on that the similar the variability of the residual values

around the regression line relative to the overall variability the better is our

prediction For example if there is no relationship between the X and Y variables

then the ratio of the residual variability of the Y variable to the original variance is

equal to 10 If X and Y are perfectly related then there is no residual variance and

the ratio of variance will be 0 In most cases the ratio will fall somewhere between

these extremes that is between 0 and 10 10 minus this ratio is referred to as R-

square or the coefficient of determination This value is interpretable in the following

manner If there is an R-square of 04 then the variability of the Y values around the

regression line is 1-04 times the original variance in other words 40 of the original

variability is explained and left with 60 residual variability Ideally the research

explains most if not all of the original variability The R-square value is an indicator

Chapter Four

of how well the model fits the data eg an R-Square close to 10 indicates that

almost all of the variability is counted with the variables specified in the model

4-4-2 Statistical Modeling

In statistical modeling the overall objective is to develop a predictive equation

relating a criterion variable to one or more predictor variables In this research the

criterion variables include the compressive strength the direct ultrasonic wave the

surface (indirect) waves density slump of the concrete mix salt content in fine

aggregate and pressure of steam curing

4-5 Selection of Predictor Variables Based on the descriptive statistical and graphical analysis which has assisted in the

identification of the general trends in the data the Bivaritate correlation coefficients

are determined to identify the underlying from the relationship between the criterion

variable and each of the predictor variables Ideally predictor variables are selected

that have a high correlation with the criterion variable and low correlation with the

other predictor variables

The summary of descriptive statistics of all the variables is shown in Table (4-6)

And the correlation matrix for the data is shown in Table (4-7)

The terms shown in Tables (4-6) (4-7) and (4-8) are defined as follows

C= concrete compressive strength (Mpa)

D=direct ultrasonic wave velocity (kms)

S= surface (indirect) ultrasonic wave velocity (kms)

WC=water cement ratio (WC)

DE=density of the concrete (gmcm3)

A=age of concrete in (Days)

SO3= (percentage of SO3 salt content in fine aggregate) 100

Table (4-6) - Statistical summary for predictor and criteria variables

Table (4-7) - Correlation matrix for predictor and criteria variables

From the correlation matrices it is evident that some variables have high inter-

correlation and low correlation with the criterion variables For an exponential model

structure this would suggest that those variables with high inter-correlation can be

eliminated although some interaction terms can be included as a product terms

As the correlation coefficient provides only a single-valued index of the degree of

linear association between pairs of variables it is used primarily as a data screening

technique Stepwise regression technique used for model development provides

coefficients for a prediction equation and can also be used to assess the relative

importance of the predictor variables

Variable N Range Min Max Sum Mean Mean Std

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

4-6 Model Assessment There are two approaches generally used to assess the adequacy of the proposed

regression models the first one is based on examining goodness of fit measures

whereas the second approach is based on the graphical analysis of the residuals also

called diagnostic plots

4-6-1 Goodness of Fit Measures

The measures of goodness of fit are aimed to quantify how well the proposed

regression model obtained fits the date The two measures that are usually presented

are coefficients of multiple determinations (R2) and standard error of regression

(SER) (Devore 2000)

The R2 value is the percent variation of the criterion variable explained by the

suggested model and calculated according to following equation

SSTSSE12R minus= hellip (4-2)

SSE = the measure of how much variation in ( )y is left unexplained by the proposed

model And it is equal to the error sum of squares= ( )sum primeminus 2ii yy

iy = the actual value of criterion variable for the ( )thi case

= the regression prediction for the iyprime ( )thi case

SST= the quantities measure of the total amount of variation in observed and it is

equal to the total sum of squares=

( )sum minus 2yyi

y = the mean observed

2R Is bounded between (0) and (1) the higher the value of ( 2R ) the more

successful is the regression model in explaining ( )y variation If 2R is small and

analyst will usually want to search for an alternative m

more effectively explain variation Because

odels (ie non-linear) that can

( )y 2R always increases a new variable

is added to the set of the predictor variables and in order to balance the cost of using

more parameters against the gain in 2R many statisticians use the adjusted coefficient

of multiple determinations adj 2R which is calculated as follows

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

minusminus= k1nkR1nadjR

22 hellip (4-3)

=the sample size

= the total number of the predictor variables

Adjusted

k2R adjusts the proportion of unexplained variation upward

[since (n-1) (n-k-1)gt1] which results in

The second measure standard error of regression

22 RadjR lang

( )SER is calculated according to the

following equation

)( 1knSSESER

+minus= hellip (4-4)

The divisor ) in the above equation is the number of degrees of freedom

(df) associated with the estimation of (SER) In general the smaller the (SER) value

the better the proposed regression model

4-6-2 Diagnostic Plots

Another effective approach to the assessment of model adequacy is to compute the

predicted criterion values ( ) and the residuals Residuals are the difference

between an observed value of the criterion variable and the value predicted by the

model ( ) and then to plot various functions of these computed quantities

Then the plots are examined either to confirm the choice of model or for indications

that the model is not appropriate The basic recommended plots are the following

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

bull on the vertical scale versus on the horizontal scale

bull on the vertical scale versus

iyprime iy

ie iyprime on the horizontal scale

bull Histogram for the standardized residual versus the frequency

Standardizing residuals is made by subtracting the mean value of residuals (zero)

from each residual and then dividing by the estimated standard deviation If the first

plot yields points close to the line [slope=1 through (0 0)] then the proposed

regression function gives accurate prediction of the values that are actually observed

Thus the first plot provides a visual assessment of model effectiveness in making

prediction If the m ond plot of the residuals versus predicted

values should not exhibit distinct pattern Also with the aid of the second plot

one can determine the extreme value of th

odel is correct the sec

e iyprime can be determined ie outliers If the

residuals plots indicate a distinct pattern then the function structure should be

changed to fit the data (if the residuals exhibit curved pattern then a non-linear

polynomial model can be fit) The histogram plot of the standardized residual should

follow the normal distribution pattern if the underlying assumption for the proposed

model is correct with the mean value of zero Any sequin in the distribution shape

suggests further investigation in order to obtain the proper model

The first plot enables immediate check of proposed model structure whether it is

rational or not The rational model is that model which gives rational predicted

values

4-7 Compressive Strength Modeling 4-7-1 Normally Cured Concrete Samples

The relation between the compressive strength and the ultrasonic velocity (DampS) is

exponential relation and this is found from the previous studies ((Jones 1962)

(Raouf and Ali 1983) (Nasht et al 2005) and others) whereas the relation with the

other parameters (WCSO3A) represent a linear relation with the compressive

strength Therefore to represent these predictor variables in one equation it is

proposed to take the exponential value of the (UPV) data (D ampS reading) and choose

the linear regression for other parameters and specify the parameter and choose the

stepwise from that The SPSS program suggests five equations as shown in Table (4-

8) where the correlation matrix for predictor and criteria variables are shown in

Table (4-9) which represent goodness of fit measures whereas the second approach is

based on the graphical analysis of the residuals also called diagnostic plots are shown

in figures from (4-21) to (4-25)

Table (4-8) - Models equations from several variables (using SPSS program)

Model no Variables

Equation

1 S 830260 minus= Sec

2 S WC WCec S 04322006323 minus+=

SO3 WC

3SO331WC5434e1908228c S minusminus+=

ASOWCec S 060360130401506633 +minusminus+=

A WC D

DS eASOWCec 10060362107412002538 minus+minusminus+=

Model no Correlation R2 Std Error

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

Actual Compressive Strength (Mpa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Figure (4-21) -Diagnostic plot for the com

ResidualPlot ( c) Residu

Plot (b) Residu r

Plot (a) Predicted vs Actual Compressive Strength

als Distributio

als percent from measured vs Specimen Numbe

pressive strength (Model no 1)

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Figure (4-22) Diagnostic plot for t

Plot (c) Residu

Plot (b) Residuals percent fr

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

he compressive strength (Model no 2)

als Destitution

om measured vs Specimen Number

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Figure (4-23) Diagnostic plot for the compre

ResidualPlot (c) Residu

Plot (b) Residu r

Specimen Numberals percent from measured vs Specimen Numbe

als Destitution

ed vs Measure

ssive strength (Model no 3)

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Figure (4-24) Diagnostic plot for the com

Plot (a) Predict d

Plot (b) Residu r

als Destitution

ive Strength (Mpaed vs Measure

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Figure (4-25) Diagnostic plot for the co

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als percent from measured vs Specimen Number

als Destitutio

ressive strength (Med vs Measure

mpressive strength (Model no 5)

From Table (4-9) it is clear that the model no 5 represents the perfect one

according to the R2 and the standard error but the diagnostic plot of these models

prove that the model no 4 is best compared to the model (no 5) Besides that the R2

value and the standard error are almost the same therefore the use of the equation of

the model no 4 will be suitable to compute the compressive strength

hellip (4-5)

SO3= (percentage of SO3 Salt Content in fine aggregate) 100

From Table (4-7) which shows the correlation matrix for predictor and criteria

variables it seems that the (DUPV) is not suitable to represent the compressive

strength where its correlation is equal to (076) whereas the (SUPV) correlation is

equal to (081) Also Table (4-9) comes to prove that the (DUPV) is separated from

the models and does not appear till model no 5 which is rejected

In spite of that the proposed equation has a very good accuracy but it will not be

suitable for practical use since the inspector does not know the condition of the

inspected concrete therefore it is important to find simple equation to apply it

The relation between compressive strength and the SUPV is variable according to

the slump therefore two equations are proposed Testing data are separated according

to the slump into two groups group no1 represents the data for slump (0-60) mm and

the group no2 includes the data for slump grater than 60 mm These data inserted in

the SPSS program and the following two equations are found The correlation matrix

for the predictor and criteria variables is show in Table (4-10)

A0603SO601WC3040Se1506633C +minusminus+=

Chapter Four

For slump between (0-60) mm hellip (4-6)

For slump greater than (gt 60) mm hellip (4-7)

C= compressive strength (Mpa)

hellip (4-8)

But if the slump is unknown then equation (4-8) which represents all the data can

be used in spite of its little accuracy as shown in Table (4-10)

Table (4-10) -Correlation matrix for predictor and criteria variables

The salt content in fine aggregate affects the relation between the compressive

strength and the SUPV as indicated previously If Equation (4-5) can not be used the

following correction of the (SUPV) readings must be applied before using one of the

three previous equations (4-6) (4-7) or (4-8)

This correction is found from separating the normal curing data with salt from the

data with no salt and these two groups of data inserted in the SPSS program and find

two equations one with high salt and the other represent the data with little salt which

mention before as equation (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

Equation No Correlation

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

By equaled Equation (4-8) with equation (4-9) the relation between (SUPV) with

high salt and the one with little salt is found as shown in Equation (4-10)

hellip (4-10)

= surface (indirect) ultrasonic wave velocity (kms) (sand with no salt)

= surface ultrasonic wave velocity (kms) (sand with salt)

4-7-3 Steam Pressure Curing

To study the influence of salt content on the relation between compressive strength

and (SUPV) figure (4-26) is drawn for data of high pressure steam curing with low

and high (SO3) and Table (4-11) shows the correlation matrix for predictor and

criteria variables for different pressure

From figure (4-26) that for (2 and 4 bars) steam curing the influence of (SO3)

content is limited but with 8 bars steam curing the influence of (SO3) contain is

obvious But Table (4-11) show that the number of the samples for pressure 8 bar is

limited therefore this relation for this pressure (8 bars) did not represent the real

situation Therefore the influence of (SO3) contain is neglected and one equation for

each pressure is found

Table (4-11) - Correlation matrix for predictor and criteria variables for

different pressure

721S630S +prime=

ssprime

PRESSURE 2 bar 4 bar 8 bar

All samples Low salt All samples Low salt All samples Low salt

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

0 1 2 3 4 5 6ultrasonic velosity (Kms)

all samples 2 bar steam curing

samples with low so3 2 bar steam curing

0 1 2 3 4 5ultrasonic velosity (Kms)

all Samples 4 bar steam curing

all samples 8 bar steam curingsamples with low so3 8 bar steam curing

Figure (4-26) - Relation between compressive strength and SUPV for different steam

curing pressure (2 4 and 8 bar)

The capability of finding one equation represent all the pressure of steam curing is

study by finding one equation for all high pressure steam curing data and checking up

this proposed by finding one equation for each pressure and obtaining its correlation

and then the correlation of the data of each pressure in the equation of the all

pressure is found as shown in Table (4-12)

Table (4-12) - Correlation matrix for different pressure equations

Table (4-12) shows that the correlation factor is not so different if all the samples

steam curing pressure is combined and one equation is found for all pressure as

shown in figure (4-27)

PRESSURE 2 bar 4 bar 8 bar Correlation N Correlation N Correlation N

All pressure equations 0864 244 0844 244 0805 244

The pressure equations 0865 111 0845 96 0806 37

8 bar steam curing4 bar steam curing2 bar steam curingall pressure samplesnormal curing

Figure (4-27) - Relation between compressive strength vs SUPV for normal curing

and different steam curing pressure (2 4 and 8 bar and all pressures

curing samples combined together)

From above it is found that all the samples steam curing pressure represented by

SPSS program in one equation are as below

S~5640e3062C = hellip (4-11)

By equaling equation (4-11) with equation (4-8) the relation between (SUPV) with

steam curing pressure is found as shown in equation (4-12) to find the correction of

SUPV value if the slump is not known

562S~50S += If slump is not known hellip (4-12)

And by equaling equation(4-11) with equation(4-6) the relation between (SUPV)

with steam curing pressure is found as shown in equation (4-13) to find the correction

of SUPV value if the slump is between(0-60) mm

For slump (0-60) mm hellip (4-13)

Or by equaling equation (4-11) with equation (4-7) the relation between (SUPV)

of SUPV value if the slump (gt 60 ) mm

82S~440S +=

252S~550S += For slump gt60 mm hellip (4-14)

= surface (indirect) ultrasonic wave velocity (kms) sS~ = surface ultrasonic wave velocity (kms) (for high pressure steam curing)

Chapter Five

Verification of the Proposed Relationships

5-1 Introduction This chapter presents a review of the previous studies in this field and surveys

the published equations and compare these equations with the proposed

equations which are derived in the previous chapter These comparisons are

made on case study

5-2 Previous Equations 5-2-1 Raouf Z and Ali ZM Equation

Raouf and Ali (1983) developed Equation from 650 test results collected from

the results of students the experimental mixes and the other taken from the

tested cube which send to National Centre for Construction Labs With

confidence limit equal to (10) as shown in Equation (5-1)

hellip (5-1)

C=concrete compressive strength in Nmm2 (Mpa)

D= direct Ultrasonic velocity in kmsec

DBeAC =

Chapter Five

A=2016

5-2-2 Deshpande et al Equation

Deshpande et al (1996) have tested 200 concrete cube specimens and develop

a non-linear equation to relate ultrasonic velocity and compressive strength as

shown in equation (5-2)

hellip(5-2)

Where C = concrete compressive strength in kgsq cm

DE = density of concrete in kgcu m

A= age of concrete in day

D = ultrasonic velocity in msec

5-2-3 Jones R Equation

In 1962 Jones has presented a non-linear equation to relate ultrasonic velocity

and compressive strength as shown in equation (5-3)

hellip(5-3)

C= concrete compressive strength in Nmm2 (Mpa)

5-2-4 Popovics et al Equation Klieger experimental results in 1957 have been used by Popovics for a

mathematical comparison for use of direct ultrasonic velocity (DUPV) and

2D61084243A0021703DE910103484679C -- times++times+=

D530e82C =

Verification of the Proposed Relationship

surface ultrasonic waves (SUPV) respectively for strength estimation The best

fit formula for the relationship between concrete strength and direct ultrasonic

velocity (DUPV) for the seventh day experimental results by Klieger is

presented by equation (5-4) (Popovics 1990)

hellip(5-4)

C= concrete compressive strength in Nmm2

D= direct Ultrasonic velocity in msec

5-2-5 Nasht et al Equation

Nasht et al (2005) research covers 161 test results taken from 161 concrete

cubes with 150x150x150 mm Some of these cubes are taken from mixtures

designed for the purpose of this research using ordinary Portland cement

compatible with the Iraqi standard (No 5) with 15 and 25 Nmm2 designe

strength and for different curing conditions The other results are taken from M

Sc Thesis test results in which ordinary portland cement is used except 6 cubes

with sulphate resisting Portland cement these cubes are cured by soaking them

in water for 30 days before the test

The age of the cubes in the two groups ranged between 7 to 138 days All the

cubes produced using fine aggregate within Zone 1 and the maximum size of the

coarse aggregate ranged between (5-19) mm the following equation was derived

by the researchers

hellip (5-5)

D= direct ultrasonic velocity in (kmsec)

D00210e00280C =

D7150e191C =

Chapter Five

5-2-6 Elvery and lbrahim Equation

Elvery and lbrahim have described tests carried out to examine the relationship

between ultrasonic pulse velocity and concrete cube strength for ages of about 3

h over a curing temperature range from 1 to 60 oC The authors developed

equation below for 28 day age with correlation equal to (074) (Elvery and

lbrahim 1976)

hellip (5-6)

D= direct Ultrasonic velocity in (kmsec)

5-3 Cases Study The verification between the proposed equations and previous equations

depending on published data contain both ultrasonic pulse velocity and concrete

compressive strength from distinct source as follows

5-3-1 Case study no 1

The data adopted to be studied in this part are taken from Neville (1995) as

shown in Figure (5-1) for dry concrete curve points as shown in Table (5-1)

46D272e00120C plusmn=

Figure (5-1) - Relation between compressive strength and ultrasonic pulse velocity for hardened cement past mortar and concrete in dry and a moist concrete (Nevill 1995) based on (Sturrup et al 1984)

Table (5-1) - Comprising data from Neville (1995) based on (Sturrup et al 1984) results

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

Using the direct ultrasonic velocity illustrated in Table (5-1) the compressive

strength estimated from some of the previous equations that are presented in the

beginning of this chapter and also estimated from the proposed equation (4-8)

which depends on the SUPV by using the data for direct ultrasonic pulse

velocity which are taken from table (5-1) and substitute in equation (5-7)( the

equivalent SUPV which is adopted only for verification purpose from the

research data) to obtain SUPV in order to find the compressive strength from

equation (4-8)

4061_D4051S =

Chapter Five

S= surface Ultrasonic velocity in kmsec

30 32 34 36 38 40 42 44 46 48 50Ultrasonic Velocity (kms)

Real points from Neville

Proposed equation

Elvery and Ibrahim equaton

Raouf equation

Jones equation

Nasht et al equation

pundit Manual

Figure (5-2) - Relation between compressive strength and ultrasonic pulse velocity for proposed and previous equations

In the beginning there was no equation that satisfies all the points completely

and as appears from figure (5-2) the proposed equation can be considerd the

nearest one to the points taken from Nivelle (1995) and that agrees with the

correlation factor that appears in Table (5-2) which is equal to (09611)

Table (5-2) - Correlation factor for proposed and previous equations

The data adopted to be studied in this part is taken from Kileger (1957) where

the data of 7th days are used to make verification with the proposed equation

and Popovics equation for 7th day as shown in table (5-3)

Table (5-3) - Kliegerrsquos (Compressive strength and UPV) (1957) data Compressive

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

These data are drawn again and the ultrasonic pulse velocity is taken to

calculate the compressive strength according to Popovics equation Also these

data are used after calculating the equivalent surface velocity from equation (5-

7) and the compressive strength is found by substituting the proposed equation

(4-8) as shown in figure (5-3)

Equation Correlation coefficient Elvery and Ibrahim 09591

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

Figure (5-3) - Relation between compressive strength and ultrasonic pulse

Figure (5-3) shows that the proposed equation represents the suggested studied

points more efficiently than Popovics equation and this is obvious also from the

correlation coefficients where the proposed equation gives correlation

coefficient equal to (072409) and the Popovics equation gives (072217)

The experimental data of this research shown in Table (4-1) have adopted for

this case study In this case study the proposed Equation (4-5) is verified with

Deshpande et al equation (5-2) as shown in Figure (5-4)

In Deshpande et al equation as mention before the parameters are used (the

density age of concrete and direct ultrasonic pulse velocity) are prepared

experimental data are not easy to be found therefore the data are used from this

research for make the verification

44 46 48 5 52 54Ultrasonic Vlocity (Kms)

) Klieger pointsProposed eqPopovics eq

For the same sample of (7th ) day normal curing only the (DUPV) is

substituted in Deshpande et al equation where the (SUPV) is substituted in the

proposed equation for all the data

2 25 3 35 4 45 5 55

Ultrasonic velocity (Kms)

DUPV research pointsSUPV resuarch pointsDeshpande et al eqProposed eq

Figure (5-4) - Relation between compressive strength and ultrasonic pulse velocity for proposed eq and deshpande et al equation

As appear clearly that the proposed equation (4-5) which use the SUPV satisfy

the experimental data more efficiently than Deshpande et al equation with

correlation coefficient equal to (09167) whereas the correlation coefficient for

Deshpande et al equation equal to (027343)

Besides that Deshpande et al equation boundary include the age raised to

power (3) and that means that this equation will give unreal value of

compressive strength with ages greater than (14 days) for example if we take

the data of sample no (31) from table (4-1)-A which represent sample of age

150 (day) and substitute in Deshpande et al equation the estimated compressive

strength will be equal to 742 (Mpa) and the proposed equation give 46 (Mpa)

where the real compressive strength equal to 42 (Mpa)

The data adopted to be studies in this case are taken also from Kileger (1957)

Klieger has made study about compressive strength DUPV slump of the mixes

Chapter Five

These data are used to make verification with the proposed Equation (4-6) and

Equation (4-7) Kilegers data are shown in Table (5-4)

Table (54) - Kliegerrsquos (1957) data Slump (mm) Compressive Strength (Mpa) Ultrasonic Velocity (kms)

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

These data are drawn again beside the estimated compressive strength from the

proposed equation (4-6) and equation (4-7) which depend on the SUPV

therefore the equivalent surface UPV is taken from equation (5-8) and equation

(5-9) which developed only for verification purpose from the research data

For slump (0-60) mm (5-8)

For slump gt 60 mm hellip (5-9)

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Ultrasonic Velocity (Kms)

(Mpa Klieger points slump gt 60

Kileger points slump (0-60)Proposed eq slump gt 60Proposed eq slump(0-60)

velocity for proposed equation and kliegerrsquos data for the two proposed slumps

Figure (5-5) shows that the proposed equations represent Kliegerrsquos

experimental points in an acceptable way for the two slumps and this s evident

from the correlation coefficient where the proposed equation (4-6) for the slump

(0-60 mm) gives the coefficient equal to (0958903235) and the proposed

equation (4-7) for the slum ( gt60 mm) gives a coefficient of (0947797931)

Chapter Six

Conclusions and Recommendations

6-1 Conclusions

The following conclusions can be drawn from this research work

1 The concrete strength cannot be calculated with acceptable accuracy from

the direct pulse velocity DUPV where R2 value is equal to (06504) and

correlation coefficient is equal to (07389)

2 The SUPV is more reliable than the DUPV for estimating the compressive

strength Where R2 value is equal to (07883) and the correlation coefficient

is equal to (084726) for the general proposed equation

3 For acceptable accuracy the relation between the SUPV and the

compressive strength are evaluated according to the slumps of the concrete

mix Where R2 value equal to (08140) and the correlation coefficient is

equal to (084935) for proposed equation of slump (0-60 ) mm and R2 value

is equal to (08435) and the correlation coefficient is equal to (088212) for

the proposed equation of slump (gt60 ) mm

Chapter Six

4 If the material characteristics of the concrete are known We can predict

compressive strength more accurate with R2 is equal to (0841) and the

correlation coefficient equal to (0916743) from general proposed equation

5 Tests demonstrate that the relation between the SUPV and the compressive

strength vary according to the pressure steam curing value The high

pressure steam curing is different from that with normal curing This

difference is very little between 2 and 4 bar pressure where at 8 bar this

difference is noticeable

6 SO3 content in fine aggregate decreases compression strength while the

SUPV reading does not affect at the same rate For using the general

proposed equation the proposed correction equation of SUPV reading must

be used

7 For the same sample the SUPV reading is greater than DUPV for velocity

greater than (45 kms) whereas at the velocity less than (45 kms) the

DUPV reading is greater

6-2 Recommendations for Future Works

bull The density of the concrete can be further studied to indicate its effect on

the relation between the compressive strength and the SUPV

bull The proposed equations built from samples age up to 150 days Therefore

another study may be conducted on samples with longer ages

bull Studying the effect of concrete admixture on the relation between the

compressive strength and the pulse velocity

bull Increasing the prism length could be make to study the effect of the

length on the SUPV reading and how that will affect the proposed

equation when this length is changed from 30 to 60 cm

bull Studying the effect of steam curing on the relation between the

bull Studying the effect of high pressure steam curing period and the rate of

rising and decreasing the temperature on the relation between the

bull Studying the effect of fire damage on the relation between the

References

ASTM (2003)Standard Test Method for Pulse Velocity through Concrete

Des10 2002 Published February 2003originally approved in 1967last prvious

edition approved in 1997 as C 597-97

ASTM (C116-68)Standard Test Method for Compressive strength of concrete

using portions of beams broken in flexure Vol 0402 October

ACI committee 516 (1965)high pressure steam curing modern practice and

properties of autoclaved products ACI Journal Proceedings Vol 62 no8

Aug pp 870-908

ACI Committee 228(2003) ldquoIn-Place Methods to Estimate Concrete Strength

(ACI 2281R-03)rdquo American Concrete Institute Farmington Hills MI 44 pp

BS 1881 (1986)testing concrete recommendations for measurement of

velocity of ultrasonic pulses in concrete Part 203

Corneloup G and Garnier V( 1995) Etude dune meacutethode ultrasonore

adapteacutee agrave la mesure de lendommagement des beacutetons eacutetude bibliographique

et analyse des solutions Contrat IUT-EDF

Deshpande PM Gokhale V V Abbi Rita D and Sinha C M (1996)

Estimate Of Concrete Strength By Ultrasonic Velocity Trends in NDE

Science amp Technology Proceedings of the 14th World Conference on Non-

Destructive Testing New Delhi 8-13 DecemberVol 5 PP 61 ndash 62

Devore J (2000) Probability and Statistics for Engineering and the Sciences

5th Edition DuxburyThomson Learning USA

References

ElveryRH and IbrahimLAM (1976) Ultasonic assessment of concrete

strength at early ages Magazine of Concrete Research Vol28 no97

pp181- 190

Facaoaru I (1970) Phenomena during Hardening of Binders Determined By

Nondestructive Method Nondestructive Testing Conference RIIEM

Feldman (2003) CBD-187 Non-Destructive Testing of Concrete

CANADIAN BUILDING DIGEST Originally published May 1977

Garbacz A and Garboczi EJ( 2003) Ultrasonic evaluation methods

applicable to polymer concrete composites National Institute of standards

And Technology NIST April 2003

Garnier V Corneloup G ( 2007) Non-Destructive Evaluation of Concrete

Damage by Ultrasonds NDT international

Indelicato F(1997) ldquo Estimate of concrete cube strength by means of different

diameter cores A statistical approach ldquo RILEM Vol 30 April

Jenkins RS (1985) Non destructive testing an evaluation tool Concrete

International Design and Construction Vol 7 no 2 Feb pp 22-26

Jones R (1962) Non destructive testing of concrete London Cambridge

University

Kalousek G L Milton and Adams (1951) Hydration products formed in

cement pastes at 25 to 175 C ACI Journal Vol48 no 1 sep pp 77-92 Keating JHannant DJ and Hibbert A P (1989) Correlation between

Cube Strength Ultrasonic Pulse Velocity and Volume Change for Oil Well

References

Cement Slurries Cement and Concrete Research Vol 19 no 5 pp 715-

Keiller A P (1985) Assessing the strength of the in situ concrete Concrete

Klieger P (1957) Long-Time Study of Cement Performance in Concrete

Chapter 10 Progress Report on Strength and Elastic Properties of Concrete

ACI Journal Proceedings Vol 54 December pp 481-504

Ludwing NC and Pense SA (1956) Properties of Portland cement pastes

cured at elevated temperature and pressures ACI Journal Vol 52 No 6 Feb

pp 673-687

Menzel CA (1934) Strength and Volume Change of Steam-Cured Portland

Cement Mortar and Concrete ACI Journal V 31 No2 Nov-Dec pp125-

Nasht I H Abour SH Sadoon AA(2005) Finding an Unified

Relationship between Crushing Strength of Concrete and Non-destructive

Tests wwwndtnet - 3rd MENDT - Middle East Nondestructive Testing

Conference amp Exhibition - 27-30 Nov Bahrain Manama

NivelleAM(1995)Properties of Concrete 4th Edition Longman Group

Limited

Pessiki SP Carino NJ(1988) Setting Time and Strength of Concrete

Using The Impact-Echo Method ACI Materials Journal vol85 no 5pp

389-399

References

Popovics S Joseph L R John S P (1990) ldquoThe Behavior of Ultrasonic

Pulses in Concreterdquo Cement and Concrete Research Vol 20 no 2 pp259-

Popovics S komlos K Popovics J (1997) ldquoComparison of DINISO 8047

(Entwurf) to Several Standards on Determination of Ultrasonic Pulse Velocity in

Concreterdquo NDTnet Vol 2 no 4

Popovics JS Song W Achenbach JD Lee JH Andre RF (1998)

OnendashSided Wave Velocity Measurement in Concrete Journal of Engineering

Mechanics vol124 no12 pp 1346-1353

Raouf Z and Ali ZM (1983) Assessment of Concrete Characteristics at an

Early Age By Ultrasonic Pulse Velocity Journal of Bulding Research

Vol2 no1 may pp31- 44

Reinhardt HW and Grosse CU (1996)Setting and Hardening of Concrete

continuously monitored by Elastic Waves NDTnet July Vol1 No 7

Refai TM Lim MK (1992) Review of NPP concrete degradation factors

and assessment methods Non Destructive Testing of Concrete Elements and

Structures Proceedings of Structures Congress in San-Antonio Texas

April 13-15 Edited by Fahrad ANSARI and Stein STURE pp 182-193

Sergey A M Malinina LA and Cheryachukina S (1972)Influnce of

thermal deformations and pressure of steam-air environmenr on strength of

autoclave-hardened concrete Menzel Symposium on High-Pressure Steam

Curing ACI SP- 32pp35-75

References

STS (2004) In-Situ Compressive Strength (fcrsquo) By STS Engineering

Consultants Co Ltd Quality Assurance Division Samsennai Phayathai

Bangkok 10400

Sturrup VR Vecchio FJ and Caratin H (1984)Pulse velocity as a

measure of concrete compressive strength in situnondestructive testing of

concrete EdVM MalhotraACI SP-82DetroitMichiganpp201-227

Swamy R N (1984) Aliamah Assessment of in situ concrete strength by

various non-destructive tests Non Destructive Testing international Vol

17 no3 pp 139-146

Teodoru G (1989)Nondestructive Testing of Concrete Beton-Verlag

Dusseldorfpp 158

Thomas B and Redmond JR (1972) Shorter Autoclave Cycles for Concrete

Masonry Units Menzel symposium on high-pressure steam curing

American Concrete institution (ACI) SP Publican no32 pp57-98

Thompson MS (1961) The accelerated testing of concrete Msc Thesis

UMIST Manchester

Thompson MS (1962) Discussion of Akroyds paper on Accelerated Testing

of Concrete proceeding of the Inst of Civil Eng Vol 21 pp 678

Vander W and Brant (1977) Ultrasonic Testing For Fresh Mixes

Concrete Des pp 25-28

Whitehurst EA (1951) Use of the Soniscope for Measuring Stetting Time of

Concrete ASTM vol 51 pp1166-76

خلاصة ال

ايجاد علاقة دقيقة و موثوقـة من اجل تم معالجة النتائج العملية بطريقة احصائية في هذا البحث

بين سرعة الامواج فوق الصوتية و مقاومة الانضغاط للخرسانة

البحث فحص مكعبات و منشوريات من الخرسانة صبت تحت ظروف و عوامـل معينـة يتضمن

خرسانة و كثافتها ومحتوى الاملاح في الركام الناعم و نسبة الماء عمر ال (هذه العوامل المختارة هي

طبيعية او بالضـغط العـالي (طريقة فحص سرعة الامواج الصوتية وطريقة المعالجة الى السمنت و

النماذج بواسطة فحص الامواج فوق الصوتية بطـريقتين فحصت في هذا البحث ))باستخدام البخار

لكل نموذج و ذلك لحساب سرعة الامـواج فـوق الصـوتية فـي ) ةسطحي(مباشرة و غير مباشرة

نموذج الخرسانة اضافة الى حساب مقاومة الانضغاط لكل

للتنبؤ بافضل معادلـة يمكـن ان تمثـل ) SPSS(هذه النتائج تم ادخالها في البرنامج الاحصائي

العلاقة بين مقاومة الانضغاط و سرعة الامواج فوق الصوتية

لتمثيـل exponential) (اقتراح معادلة اسية في هذا البحث وقد تم نموذج)626 (حص تم ف

العلاقة بين مقاومة الانضغاط وسرعة الامواج فوق الصوتية

لامـواج فـوق لقيـاس سـرعة ا استخدم لاثبات اي طريقة فحص افضل البرنامج الاحصائي ان

تمثيل العلاقة بين مقاومة الانضـغاط و سـرعة الامـواج فـوق للمباشرة السطحية ام ا الصوتية

الصوتية

لايجاد التاثيرالمستقبلي لهذه رسانية ومكوناتها خبعض خواص الخلطة ال في هذا البحث تم دراسة

وهذه الخـواص هـي مقاومة الانضغاط و فوق الصوتية الخواص على العلاقة بين سرعة الامواج

محتوى الاملاح وذلك بتقسيم نتائج البحث الى مجموعات اعتمادا على و الهطول للخلطة الخرسانية

مقاومـة و فـوق الصـوتية هذه المتغيرات لدراسة امكانية ايجاد علاقة محددة بين سرعة الامواج

اعتمادا على هذه الخواصالانضغاط

ـ ( مقارنة بين نوعي المعالجة المستخدمة في هذا البحث تم اجراء ة و المعالجـة معالجـة طبيعي

لمعرفة تاثير نوع المعالجة على العلاقة بـين ) بار8 و4 2 (و بضغوط ) بالبخار والضغط العالي

سرعة الامواج فوق السطحية ومقاومة الانغاط

في هذا البحث تم معالجة النتائج العملية بطريقة احصائية من اجل ايجاد علاقة دقيقة و موثوقة بين سرعة الامواج فوق الصوتية و مقاومة الانضغاط للخرسانة

يتضمن البحث فحص مكعبات و منشوريات من الخرسانة صبت تحت ظروف و عوامل معينة هذه العوامل المختارة هي (عمر الخرسانة و كثافتها ومحتوى الاملاح في الركام الناعم و نسبة الماء الى السمنت و طريقة فحص سرعة الامواج الصوتية وطريقة المعالجة(طبيعية او بالضغط العالي باستخدام البخار)) في هذا البحث فحصت النماذج بواسطة فحص الامواج فوق الصوتية بطريقتين مباشرة و غير مباشرة (سطحية) لكل نموذج و ذلك لحساب سرعة الامواج فوق الصوتية في الخرسانة اضافة الى حساب مقاومة الانضغاط لكل نموذج

هذه النتائج تم ادخالها في البرنامج الاحصائي (SPSS) للتنبؤ بافضل معادلة يمكن ان تمثل العلاقة بين مقاومة الانضغاط و سرعة الامواج فوق الصوتية

تم فحص ( 626) نموذج في هذا البحث وقد تم اقتراح معادلة اسية ) (exponential لتمثيل العلاقة بين مقاومة الانضغاط وسرعة الامواج فوق الصوتية

ان البرنامج الاحصائي استخدم لاثبات اي طريقة فحص افضل لقياس سرعة الامواج فوق الصوتية السطحية ام المباشرة لتمثيل العلاقة بين مقاومة الانضغاط و سرعة الامواج فوق الصوتية

في هذا البحث تم دراسة بعض خواص الخلطة الخرسانية ومكوناتها لايجاد التاثيرالمستقبلي لهذه الخواص على العلاقة بين سرعة الامواج فوق الصوتية و مقاومة الانضغاطوهذه الخواص هي الهطول للخلطة الخرسانية و محتوى الاملاح وذلك بتقسيم نتائج البحث الى مجموعات اعتمادا على هذه المتغيرات لدراسة امكانية ايجاد علاقة محددة بين سرعة الامواج فوق الصوتية و مقاومة الانضغاط اعتمادا على هذه الخواص

تم اجراء مقارنة بين نوعي المعالجة المستخدمة في هذا البحث (معالجة طبيعية و المعالجة بالبخار والضغط العالي ) و بضغوط ( 2 4 و 8 بار) لمعرفة تاثير نوع المعالجة على العلاقة بين سرعة الامواج فوق السطحية ومقاومة الانغاط

خلاصة ال

مقاومة انضغاط الخرسانة باستخدام فحص يم تقي لامواج فوق الصوتية غير الاتلافيةا

رسالة مقدمة إلى قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

الهندسة المدنية علومكجزء من متطلبات نيل درجة الماجستير في

من قبل

باقر عبد الحسين عليجامعة ال -)1991 (بناء والاشاءاتوم في هندسة البكالوريوس عل

التكنولوجية

م 2008 تشرين الاول هـ1429 شوال

جمهورية العراق وزارة التعليم العالي والبحث العلمي

جامعة بغداد كلية الهندسة

قسم الهندسة المدنية

كجزء من متطلبات نيل درجة الماجستير في علوم الهندسة المدنية

جمهورية العراق13

وزارة التعليم العالي والبحث العلمي13

جامعة بغداد13

كلية الهندسة13

قسم الهندسة المدنية13

xp windowspdf

the name of project 2pdf


Signature

(Supervisor)

Date 102008

Date 10 2008

Date 10 2008


List of Contentspdf

ACKNOWLEDGMENTshelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipV

ABSTRACT helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipVI

LIST OF CONTENTShelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipVIII

LIST OF SYMBOLS helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip XI

LIST OF FIGUREShelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipXII

LIST OF TABLEShelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellipXVI

CHAPTER ONE INTRODUCTION

CHAPTER FOUR DISCUSSION OF RESULTS helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip33

List of Symbolspdf

Symbol

List of Figure pdf

Title

No

Title

No

Title

No

Title

No

List of Tablepdf

Title

No

Grading and characteristics of sands used

Grading and characteristics of coarse aggregate used

Title

No


1pdf

Chapter One

Introduction

Chapter Twopdf

Chapter Two


Some of the energy of the input signal is dispersed into the

Chapter Threepdf

Chapter Three


Table (3-2) Grading and characteristics of sand used

SO3

034

205

05

Table (3-3) - Grading and characteristics of coarse aggregat

Chapter Fourpdf

Chapter Four

4


Chapter Fivepdf

Chapter Five

5


chapter sixpdf

Chapter Six

6


Referencespdf

Feldman (2003) CBD-187 Non-Destructive Testing of Concre

Popovics S komlos K Popovics J (1997) ldquoComparison of

Popovics JS Song W Achenbach JD Lee JH Andre

Reinhardt HW and Grosse CU (1996)Setting and Hardeni

6pdf

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتي

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة الت

شوال 1429 هـ تشرين الاول 2008 م

Certification

I certify that this thesis entitled ldquoAssessment of Concrete

Compressive Strength by Ultrasonic Non-Destructive Testrdquo is

prepared by Baqer Abdul Hussein Ali under my supervision in the

University of Baghdad as a partial fulfillment of the requirements

for the Degree of Master of Science in civil engineering

Signature

(Supervisor)

Date 102008

Signature

Date 10 2008

Abstract

List of Contents

List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

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Chapter One

Introduction

Chapter Twopdf

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SO3

034

205

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Date 10 2008

Abstract

List of Contents

List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

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Title

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Title

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Title

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Chapter One

Introduction

Chapter Twopdf

Chapter Two



Chapter Threepdf

Chapter Three



SO3

034

205

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Chapter Fourpdf

Chapter Four

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Chapter Fivepdf

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chapter sixpdf

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Abstract

List of Contents

List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

خلاصة ال

الصوتية

خلاصة ال

من قبل

xp windowspdf



Signature

(Supervisor)

Date 102008

Date 10 2008

Date 10 2008


List of Contentspdf









List of Symbolspdf

Symbol

List of Figure pdf

Title

No

Title

No

Title

No

Title

No

List of Tablepdf

Title

No



Title

No


1pdf

Chapter One

Introduction

Chapter Twopdf

Chapter Two



Chapter Threepdf

Chapter Three



SO3

034

205

05


Chapter Fourpdf

Chapter Four

4


Chapter Fivepdf

Chapter Five

5


chapter sixpdf

Chapter Six

6


Referencespdf





6pdf




من قبل




Abstract

List of Contents

List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

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Chapter One

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List of Contents

List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

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Title

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Title

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Title

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Chapter One

Introduction

Chapter Twopdf

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SO3

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205

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List of Contents

List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

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Chapter One

Introduction

Chapter Twopdf

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Chapter Threepdf

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SO3

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205

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Chapter Fourpdf

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List of Contents

List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

خلاصة ال

الصوتية

خلاصة ال

من قبل

xp windowspdf



Signature

(Supervisor)

Date 102008

Date 10 2008

Date 10 2008


List of Contentspdf









List of Symbolspdf

Symbol

List of Figure pdf

Title

No

Title

No

Title

No

Title

No

List of Tablepdf

Title

No



Title

No


1pdf

Chapter One

Introduction

Chapter Twopdf

Chapter Two



Chapter Threepdf

Chapter Three



SO3

034

205

05


Chapter Fourpdf

Chapter Four

4


Chapter Fivepdf

Chapter Five

5


chapter sixpdf

Chapter Six

6


Referencespdf





6pdf




من قبل




List of Symbols

Meaning Symbol

squares=

Mean observed

Sample size

curing)

PUNDIT

SO3 DE A R2

iyprime

sprime

List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

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(Supervisor)

Date 102008

Date 10 2008

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List of Figure pdf

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Title

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Title

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Title

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List of Tablepdf

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Title

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1pdf

Chapter One

Introduction

Chapter Twopdf

Chapter Two



Chapter Threepdf

Chapter Three



SO3

034

205

05


Chapter Fourpdf

Chapter Four

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Chapter Fivepdf

Chapter Five

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chapter sixpdf

Chapter Six

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Referencespdf





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من قبل




List of Figures

PUNDIT apparatus

from (Surgey 1972)

from Menzel1934)

reading position

List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

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Chapter One

Introduction

Chapter Twopdf

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List of Figures

45 47 47 48

aggregate

fine aggregate

(4-10)

List of Figures

54 56 57 59 61 62

aggregate

several slumps

several (WC) ratios

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)

List of Figures

70 71 72

79 84 85 87 88

al 1984)

(4-21)

(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

List of Tables

34 35 36 37 38 39

60 61 65 65

curing 4 bars)

(3-2) (3-3)

(4-1) (4-1) (4-1) (4-1) (4-1) (4-1)

(4-1) (4-1)

(4-2) (4-3)

(4-4) (4-5)

(4-6) (4-7)

List of Tables

(4-10)

(4-11)

(4-12)

Chapter One

Introduction

targeted

Chapter One

1-3 THESIS LAYOUT

Chapter Two

Garnier 1995)

Chapter Two

2003 44 pp

Concrete

Method

Determination

Hungarian

applications

figure (2-1)

Chapter Two

1 Direct Transducer

Chapter Two

liquid properties

hellip (2-3) 22

partpart

=partpart

t = time in seconds

a t are as above

Chapter Two

- Plane wa

- Cylindric

- Spherical

The wav

particles is

Figure (2-

propagation

measurement

Chapter Two

figure (2-4)

Pulse Velocity kms

3 4 4 4 5 5 13

ompressi

(Whiteh

the veloc

by Pessi

s with d

ferent tem

he impac

hat at ear

en comp

the fas

nsitive in

f L-wav

e veloci

fication p

changes i

ve strength for

urst 1951)

ity of L-waves

ki and Carino

ifferent water-

peratures are

t-echo method

ly ages the L-

ared with the

ter developing

dicator of the

es and surface

ty (DUPV) is

urposes It is

n compressive

Chapter Two

measurements

temperatures

Age of Concrete

Age of concrete

ity (k

Chapter Two

et al 1972)

(ACI Journal 1965)

Tempreture oC

100 121 143 166 188 210 199177154132 110

Chapter Two

Committee 1965)

OHSiOCaO 22 2α

of 250-350 F (121-176 oC) (Menzel 1934)

Chapter Two

ultrasonic pu

authors who

bull Raouf

bull Nash

bull Jones

bull Deshp

bull Popov

bull Elver

The detailing

will illustrate

In spite of

relationship b

by location

method may

121 oC

149 oC

176 oC

Figure

R Equation (1962)

in chapter five

Chapter Three

3-1 Introduction

Chapter three

Limits of IQS

(5-1984)

SRPC Limits of IQS

(5-1984)

____ 2174

____ 2201 SiO2

____ 415

____ 526 Al2O3

____ 567

____ 33 Fe2O3

____ 6254

____ 6213 CaO

le 50 155 le 50 27 MgO

le 25 241 le 28 24 SO3

le 40 151

le 40 145 LOI

____ 397

____ 325 C3S

____ 323

____ 387 C2S

____ 13

____ 83 C3A

____ 172

____ 104 C4AF

____ 16

____ 146 Free CaO

3 days

7 days

Type 1 Type 2 Type 3 100 100 100 100 100 100 475 9476 9996 9469 90 - 100 89 - 100 236 8838 9986 8832 75 - 100 60 - 100

118 79 7560 7899 55 - 90 30 - 100 06 6555 4446 6550 35 - 59 15 - 100 03 1717 502 1757 8 - 30 5 - 70 015 379 159 372 0 ndash 10 0 ndash 15

SO3 445 034 205 le 05

3-2-3 Gravel

openings size

Type 1

Type 2

Type 3

Type 4

Type 5

Graded aggregatelt2

Graded aggregatelt4

Single ndashsized

aggregate

Graded aggregatelt

375 100 100 100 100 100 100 95-100 100 100 100

20 70 100 100 100 100 95-100 35-70 100 90 ndash100 100

14 40 70 100 100 100 - - 100 40 ndash 80 84-100

10 10 40 50 100 0 30-60 10-40 85-100 30-60 0-50

5 0 0 0 0 0 0 ndash 10 0-5 0-25 0 ndash 10 0-10

So3 0095 le 01

Chapter three

3-3 Curing Type

four procedures are

Chapter three

2031986)

Part 2031986)

kHz mm mm mm 24 146 167 188 54 65 74 83 82 43 49 55 150 23 27 30

Chapter three

before

the gram

each mix

period

conditions

in the laboratory

Chapter three

Chapter Four

results

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)s

urface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms)

direct

Ult V(kms)su

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC Coarse

Aggregate Mix

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Chapter Four

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

Sample no

SLUMP (mm)

SLUMP range (mm)

SO3 in fine

agregateWC

Coarse Aggregate

Mix proportions

Age (day)

Comp str

Ult V(kms) direct

Ult V(kms)surface

Density (gm cm3)

1 68 (60-180) 034 04 Type 2 111317 2 4643 410 421 236

2 10 (0-10) 034 04 Type 5 1136303 2 4777 431 442 247

3 27 (10-30) 034 04 Type 5 1126245 2 3438 403 371 241

4 59 (30-60) 034 04 Type 2 1117193 2 3571 428 445 237

5 95 (60-180) 034 08 Type 4 1335427 2 2522 399 385 225

6 55 (30-60) 034 045 Type 3 114229 2 2723 391 333 232

7 29 (10-30) 034 045 Type 2 1151279 4 3036 414 382 233

8 8 (0-10) 034 045 Type 2 11634 2 2768 391 331 237

9 9 (0-10) 205 05 Type 2 1169482 2 2009 411 357 249

10 15 (10-30) 205 05 Type 2 1152392 7 1339 297 174 250

11 45 (30-60) 205 05 Type 2 1139326 2 1339 387 331 234

12 85 (60-180) 205 05 Type 2 1142275 2 3214 395 311 236

13 20 (10-30) 034 05 Type 2 1237387 2 2098 397 330 235

14 58 (30-60) 034 05 Type 2 119274 2 1964 386 327 233

15 72 (60-180) 034 05 Type 2 1191225 2 2366 395 388 233

16 92 (60-180) 034 05 Type 4 1171193 2 2299 370 374 231

17 98 (60-180) 205 05 Type 4 11242412 2 1696 360 339 227

18 70 (60-180) 034 05 Type 5 1191225 2 1964 354 278 231

19 90 (60-180) 205 05 Type 5 1141275 5 938 384 295 232

20 10 (0-10) 034 05 Type 1 1182421 2 2679 431 312 241

21 27 (10-30) 034 05 Type 1 1176374 2 2679 402 290 236

22 55 (30-60) 034 05 Type 1 1171318 2 1920 391 289 235

23 85 (60-180) 034 05 Type 1 1175263 2 2991 412 334 235

24 5 (0-10) 205 056 Type 2 121599 2 1518 385 305 240

25 20 (10-30) 205 056 Type 2 1249 7 1027 345 260 240

26 35 (30-60) 205 056 Type 2 1192409 2 1339 365 279

27 70 (60-180) 205 056 Type 2 119635 2 1205 363 277 237

28 10 (0-10) 034 05 Type 2 1227422 2 2589 406 377 240

29 15 (10-30) 445 06 Type 2 1202471 3 1964 377 302 235

30 40 (30-60) 445 06 Type 2 1191388 7 759 330 242 234

31 70 (60-180) 445 06 Type 2 1187333 2 1384 257 178 247

32 50 (30-60) 034 065 Type 2 1231347 2 1429 345 330 232

33 20 (10-30) 034 08 Type 2 1337506 2 1607 327 252 233

34 100 (60-180) 034 08 Type 1 1333333 2 1384 338 275 233

35 95 (60-180) 034 08 Type 4 1335427 2 1116 361 246 241

36 55 (30-60) 034 08 Type 4 132523 2 1875 375 289 235

37 10 (0-10) 034 09 Type 2 1529668 2 446 313 235 233

Chapter Four

7 Density

in Table (4-2)

1i)yiy)(xix(

micromicro

minusminus

= hellip (4-1)

Chapter Four

SUPV 08329 07055 DUPV 07389 06504

strength

investigated

0 14 28 42 56 70 84Age (day)

sonic Velocity

0 14 28 42 56 70 84 9Age (Day)

sive stre

Chapter Four

slump (0-10)

slump (10-30)

slump (60-180)

slump (30-60)

WC=045

495051

0 14 28 42 56 70 84 98 112 12Age (Day)

ity (K

with (WC) =045

WC=045

0 14 28 42 56 70 84 98 112 1Age (Day)

WC=045

Chapter Four

45 46 47 48 49 50 51

0 14 28 42 56 70 84 98 112 126 140 154Age (Day)

ity (K

Chapter Four

WC =05

0 14 28 42 56 70 84 98 112 126 140 154

Age (Day)

the fine aggregate

0 14 28 42 56 70 84 98 112 126 140 15Age (Day)

0 14 28 42 56 70 84 98 112 126 140 15

Age (Day)

sive stre

the fine aggregate

Chapter Four

204 and 445)

10 14 18 22 26 30 34 38 42 46 50 54 58

DUPV SO3=034

DUPVSO3=205

DUPV SO3=445

10 14 18 22 26 30 34 38 42 46 50 54 58

SDUP SO3=034

SUPVSO3=205

SUPV SO3=445

trason(A)

content)

Chapter Four

R2 = 06926

R2 = 0795

R2 = 08108

R2 = 07456

slumps (mm)

R2 = 07255

ive stre

R2 = 07908

R2 = 0729

ive stre

R2 = 07255

ive stre

R2 = 06921

Chapter Four

0-180 08329 07055

0-10 08219 06926

10-30 08762 07950

30-60 09096 08108

60-180 08548 07456

0-30 08588 07255

10-60 08882 07908

0-60 08428 0729

10-180 08588 07255

30-180 08235 06924

equal to (08219808)

26 28 3 32 34 36 38 4 42 44 46 48 5 52 54 56

(WC) ratios

Chapter Four

7 084593 084137

14 082029 082695

21 077855 079139

28 081929 082645

60 08852 088821

90 084597 085659

density ranges

Density

density range

23- 24 09227 092109

24-25 07181 071469

gt 25 096822 096381

Chapter Four

be used

Chapter Four

Std dev

C 383 5947 526 6473 122481 319793 06299 1232738

D 381 153 366 519 177402 46562 001206 023538

S 383 242 3 542 183051 47794 02032 03976

WC 383 05 04 09 22801 05416 000598 012261

DE 380 079 221 3 91027 23954 000352 0068

A 383 143 7 150 18639 486658 22643 3965794

A C D S DE WC A 1 0359 0372 0357 -0063 -0027

C 0359 1 0760 0810 0127 -0702

D 0372 0760 1 0880 0181 -0563

S 0357 0810 0880 1 0078 -0558

DE -0063 0127 0181 0078 1 -0176

WC -0027 -0702 -0563 -0558 -0176 1

Chapter Four

(SER) (Devore 2000)

( )sum minus 2yyi

( )⎟⎟⎠

⎞⎜⎜⎝

⎛minusminus

22 hellip (4-3)

=the sample size

Adjusted

22 RadjR lang

following equation

)( 1knSSESER

(Devore 2000)

( 1+minus kn

iyprime ie

iii yye primeminus=

Chapter Four

iyprime iy

values

Model no Variables

Equation

2 S WC WCec S 04322006323 minus+=

SO3 WC

A WC D

1 0843852 0716 659817

2 0884064 0782 578842

3 0901656 0813 53697

4 0916743 0841 496036

5 0915536 0847 487009

Chapter Four

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 1000 20000

Mean = -07848Std Dev = 661777N = 383

Plot (b) Residu r

als Distributio

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 10

Specimen

0 20 40 60 80 100 120 140 160 18

-1000 0000

Plot (c) Residu

ed vs Measure

Number

0 200 220 240 260 280 300 320 340 360 380 400

imen Number

1000 2000

reseq2

Mean = 00196Std Dev = 57616N = 383

als Destitution

Chapter Four

Plot (a) Predict d

0 10 20 30 40 50 60 70 80 90 1

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

-1000 000 10000

Mean = 00315Std Dev = 533137N = 383

Plot (b) Residu r

als Destitution

ed vs Measure

0 10 20 30 40 50 60 70 80 90 1

Actual Compress )

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-1000 000 10000

Mean = 00908Std Dev = 492505N = 383

Plot (a) Predict d

Plot (b) Residu r

als Destitution

Chapter Four

0 10 20 30 40 50 60 70 80 90 10

Actual Comp pa)

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400

Specimen Number

-500 000 500 1000 1500 2000 2500 3000

Mean = 10203Std Dev = 535169N = 383

Plot (a) Predict d

Plot (c) Residu

Plot (b) Residu

Residual

als Destitutio

hellip (4-5)

Chapter Four

hellip (4-8)

hellip (4-9)

S291e060C =

S0291e220C =

S1271e1280C =

(4-6) 084935 08140

(4-7) 088212 08435

(4-8) 084726 07883

S7060e89830C prime=

hellip (4-10)

different pressure

721S630S +prime=

ssprime

R2 0782 0812 0730 0743 0548 0623

correlation 0865 0858 0845 0750 0806 0807

N 111 78 96 67 37 24

Chapter Four

S~5640e3062C = hellip (4-11)

82S~440S +=

Chapter Five

made on case study

hellip (5-1)

DBeAC =

Chapter Five

A=2016

hellip(5-2)

hellip(5-3)

D530e82C =

hellip(5-4)

by the researchers

hellip (5-5)

D00210e00280C =

D7150e191C =

Chapter Five

lbrahim 1976)

hellip (5-6)

Compressive

Strength (Mpa) 17 205 21 28 315 31 42 51 525

Ultrasonic Velocity

(DUPV) (kms) 375 39 41 43 43 44 44 46 47

equation (4-8)

4061_D4051S =

Chapter Five

Proposed equation

Raouf equation

Jones equation

pundit Manual

Strength

(Mpa) 392 254 419 213 30 37 283 247 258 395 227 303

Ultrasonic

Velocity

(kms) 462 425 453 446 446 440 441 444 442 442 436 442

Roauf 09469

Jones 09447

Nasht et al 09495

Pundit Manual 09565

Proposed 09611

Chapter Five

2 25 3 35 4 45 5 55

Chapter Five

56 2578 441 51 3985 444 56 4109 472 56 5316 469 51 5757 489 56 6370 508 53 4861 503 51 6523 502 56 6412 514 53 4771 507 51 4792 498 53 1827 492 53 3165 428 53 4068 462 66 6647 480 64 5109 509 61 1971 499 66 2834 460 66 4489 440 66 5626 467 66 6605 491 64 1793 515 64 3192 428 64 4192 457 64 5261 479 61 1365 506 61 2758 418 61 3882 453 61 4702 478 61 882 495 61 1545 385 61 1848 429 61 2027 451 51 2475 457

1851_D2961S =

5532_D5861S =

3 34 38 42 46 5 54 58

Chapter Six

6-1 Conclusions

Chapter Six

be used

References

Aug pp 870-908

References

pp181- 190

University

References

pp 673-687

Limited

389-399

References

Bangkok 10400

17 no3 pp 139-146

Dusseldorfpp 158

UMIST Manchester

خلاصة ال

الصوتية

خلاصة ال

من قبل

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Signature

(Supervisor)

Date 102008

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List of Contentspdf









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List of Figure pdf

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Title

No

Title

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Title

No

List of Tablepdf

Title

No



Title

No


1pdf

Chapter One

Introduction

Chapter Twopdf

Chapter Two



Chapter Threepdf

Chapter Three



SO3

034

205

05


Chapter Fourpdf

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4


Chapter Fivepdf

Chapter Five

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chapter sixpdf

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Documents

ASSESSMENT OF CONCRETE COMPRESSIVE STRENGTH BY …

الخلاصة

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قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

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قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي

بكالوريوس علوم في هندسة البناء والاشاءات (1991)- الجامعة التكنولوجية

شوال 1429 هـ تشرين الاول 2008 م

الخلاصة

تقييم مقاومة انضغاط الخرسانة باستخدام فحص الامواج فوق الصوتية غير الاتلافية

رسالة مقدمة إلى

قسم الهندسة المدنية في كلية الهندسة جامعة بغداد

من قبل

باقر عبد الحسين علي