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ASSESSMENT OF CONCRETE

COMPRESSIVE STRENGTH BY

ULTRASONIC NON-DESTRUCTIVE

TEST

A THESISSUBMITTED TO THE COLLEGE OF ENGINEERING

OF THE UNIVERSITY OF BAGHDAD INPARTIAL FULFILLMENT OF THE

REQUIRMENTS FOR THEDEGREE OF MASTER OF

SCIENCE IN CIVILENGINEERING

By

BAQER ABDUL HUSSEIN ALIB.SC.IN BUILDING AND CONSTRUCTION ENGINERING, 1991

October Shawal2008 1429


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Certification

I certify that this thesis entitled Assessment of ConcreteCompressive Strength by Ultrasonic Non-Destructive Test 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: Dr.Abdul Muttalib I.Said Al-Musawi

(Supervisor)

Date: /10/2008


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Examination committee certificateWe certify that we have read this thesis entitled Assessment of

Concrete Compressive Strength By Ultrasonic Non-Destructive Test,

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. Rafa'a Mahmoud Abbas Name: Ass. prof. Dr. IhsanAl-Sharbaf

(Member) (Member)

Date: / 10 / 2008 Date: / 10 / 2008

Signature:

Name: Dr.Abdul Muttalib I.Said Al-Musawi

(Supervisor)

Date: /10 / 2008Approved 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


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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 ofspecimens 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


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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.


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List of Contents

VIII

ACKNOWLEDGMENTs.....V

ABSTRACT ....VI

LIST OF CONTENTS.VIII

LIST OF SYMBOLS .... XILIST OF FIGURES..XII

LIST OF TABLES...XVI

CHAPTER ONE: INTRODUCTION

1-1 General.....1

1-2 Objectives.1

1-3 Thesis Layout...2

CHAPTER TWO: REVIEW OF LITERATURE2-1 Introduction....3

2-2 Standards on Determination of Ultrasonic Velocity in Concrete ...4

2-3 Testing Procedure......5

2-4 Energy Transmission.7

2-5 Attenuation of Ultrasonic Waves.8

2-6 Pulse Velocity Tests ..9

2-7 In Situ Ultrasound Testing...9

2-8 Longitudinal and Lateral Velocity ...10

2-9 Characteristics of Ultrasonic Waves....10

2-10 Pulse Velocity and Compressive Strength at Early Ages..13

2-11 Ultrasonic and Compressive Strength............................................. 14

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

Temperatures....16

2-13 Autoclave Curing .18

2-14 The Relation between Temperature and Pressure182-15 Shorter Autoclave Cycles for Concrete Masonry Units....20

2-16 Nature of Binder in Autoclave Curing........................................ .....20

2-17 Relation of Binders to Strength...21

2-18 Previous Equations....22

CHAPTER THREE: Experimental Program23

3-1 Introduction23

3-2 Materials Used 23 3-2-1 Cements......23


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List of Contents

IX

3-2-2 Sand ...24

3-2-3 Gravel .25

3-3 Curing Type..26

3-4 The Curing Apparatus.26

3-5 Shape and Size of Specimen.28

3-6 Test Procedure..30

3-7 The Curing Process..31

CHAPTER FOUR: DISCUSSION OF RESULTS 33

4-1 Introductions...33

4-2 The Experimental Results.33

4-3 Discussion of the Experimental Results...44

4-3-1 Testing Procedure (DUPV or SUPV) .44

4-3-2 Slump of the Concrete Mix ..464-3-3 Coarse Aggregate Graded .50

4-3-4 Salt Content in Fine Aggregate51

4-3-5 Relation between Compressive Strength and UPV Based on

Slump: .55

4-3-6 Water Cement Ratio (W/C) ...59

4-3-7 Age of the Concrete...59

4-3-8 Density of Concrete...60

4-3-9 Pressure of Steam Curing ......62

4-4 Results Statistical Analysis.634-4-1 Introduction .63

4-4-2 Statistical modeling...64

4-5 Selection of Predictor Variables...64

4-6 The Model Assessment66

4-6-1 Goodness of Fit Measures .66

4-6-2 Diagnostic Plots.....67

4-7The Compressive Strength Modeling.68

4-7-1 Normal Curing Samples 68

4-7-2 Salt Content in Fine Aggregate....764-7-3 Steam Pressure Curing.77

CHAPTER FIVE: VERVICATION THE PROPOSED EQUATION

5-1. Introduction.....80

5-2. Previous Equations..80

5-2-1 Raouf, Z.A. Equation...80

5-2-2 Deshpande et al. Equation...81

5-2-3 Jones, R. Equation81

5-2-4 Popovics S. Equation81

5-2-5 Nash't et al. Equation.82

5-2-6 Elvery and lbrahim Equation...83


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List of Contents

X

5-3 Case Studies...83

5-3-1 Case study no. 1 83

5-3-2 Case study no. 2..86



CHAPTER SIX: CONCLUSION AND RECOMMENDATIONS

6-1 Conclusion 91

6-2 Recommendations for Future Works.93

REFERENCES....94

ABSTRACT IN ARABIC


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List of Symbols

XI

MeaningSymbol

Portable Ultrasonic Non-Destructive Digital Indicating Test

Ultrasonic Pulse Velocity (km/s)

Direct Ultrasonic Pulse Velocity (km/s)

Surface Ultrasonic Pulse Velocity (Indirect) (km/s)

Water Cement Ratio by Weight (%)

Compressive Strength (Mpa)

Salts Content in Fine Aggregate (%)

Density of the Concrete (gm/cm3)

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

( ) 2

ii 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 ( ) 2

yyi .

Mean observed

Sample size.

Total number of the predictor variables.

Surface ultrasonic wave velocity (km/s) (for high pressure steam

curing)

Surface ultrasonic wave velocity (km/s) (with salt)

PUNDIT

UPV

DUPV

SUPV

W/C

C

SO3

DE

A

R2

SSE

SST

( )y .

iy

iy

y

n

k

S~s


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List of Figures

XII

PageTitleNo.6

7

12

15

16

17

19

19

22

26

27

27

29

31

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 Journal,1965)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 Menzel,1934)

Autoclaves no.1 used in the studyAutoclave no.2 used in the studyAutoclaves no.3 used in the study

The shape and the size of the samples used in the studyThe PUNDIT which used in this research with the direct

reading position

(2-1)

(2-2)

(2-3)

(2-4)

(2-5)

(2-6)

(2-7)

(2-8)

(2-9)

(3-1)

(3-2)

(3-3)

(3-4)

(3-5)


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List of Figures

XIII

PageTitleNo.

45

47

47

48

48

49

49

50

51

52

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 (W/C) =0.4

Relation between the compressive strength and the

Concrete age for several slump are (W/C) =0.4Relation between (SUPV) and the compressive strength for

several slumps are (W/C) =0.4


Several slump are (W/C) =0.45


Concrete age for several slump are (W/C) =0.45

Relation between (SUPV) and the compressive strength for

several slump were (W/C) =0.45

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

compressive strength for single-sized and graded coarse

aggregate are (W/C =0.5).

Relation between (SUPV) and the concrete age forseveral slump were (W/C =0.5) and (SO3=0.34%) in the fine

aggregate .

Relation between the compressive strength and Concrete age

for several slumps are (W/C =0.5) and (SO3=0.34%) in the

fine aggregate

(4-1)

(4-2)

(4-3)

(4-4)

(4-5)

(4-6)

(4-7)

(4-8)

(4-9)

(4-10)


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List of Figures

XIV

PageTitleNo.

52

53

53

53

54

56

57

59

61

62


several slump were (W/C =0.5) and (SO3=0.34%) in fine

aggregate .


several slumps are (W/C =0.5) and (SO3=4.45%) in fine

aggregate


Concrete age for several slumps are (W/C =0.5) and

(SO3=4.45%) in fine aggregate


several slump were (W/C =0.5) and (SO3=4.45%) in the fine

aggregate

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

respectively with the compressive strength for (SO3=4.45,

2.05 and 0.34%) for all samples cured normally


several slumps


several combined slumps


several (W/C) ratios


density range (2.3 -2.6) gm/cm3


three pressures steam curing

(4-11)

(4-12)

(4-13)

(4-14)

(4-15)

(4-16)

(4-17)

(4-18)

(4-19)

(4-20)


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List of Figures

XV

PageTitleNo.

70

71

72

73

74

78

79

84

85

87

88

90

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)

The 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)

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 kliegers

data as points for the two proposed slumps

(4-21)(4-22)

(4-23)

(4-24)

(4-25)

(4-26)

(4-27)

(5-1)

(5-2)

(5-3)

(5-4)

(5-5)


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List of Tables

XVI

Page Title No.

24

25

25

29

34

35

3637

38

39

40

41

42

43

46

58

60

61

65

65

Chemical and physical properties of cements OPC and

S.R.P.C.Grading and characteristics of sands used

Grading and characteristics of coarse aggregate used

Effect of specimen dimensions on pulse transmission (BS

1881: Part 203:1986)

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 slump

combinationThe 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

(3-1)

(3-2)

(3-3)

(3-4)

(4-1)

(4-1)

(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)


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List of Tables

XVII

Title No.


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List of Tables

XVIII

69

69

76

77

78

84

86

86

89

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

Kliegers (Compressive Strength and UPV) (1957) data.

Kliegers (1957) data.

(4-8)

(4-9)

(4-10)

(4-11)

(4-12)

(5-1)

(5-2)

(5-3)

(5-4)


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(1)

Chapter One1

Introduction1-1 GENERAL:

There are many test methods to assess the strength of concrete in situ, such usnon-destructive tests methods (Schmidt Hammer and Ultrasonic Pulse

Velocityetc). 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


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Chapter One

(2)

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

found.

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

which involves more parameters like (W/C 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 tworeviews

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 equation's 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 fourpresents 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.


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(3)

Chapter Two

22

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 or/and 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

case.

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


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Chapter Two

(4)

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):

DIN/ISO 8047 (Entwurf) "Hardened Concrete - Determination ofUltrasonic Pulse Velocity".

ACI Committee 228, In-Place Methods to Estimate Concrete Strength(ACI 228.1R-03), American Concrete Institute, Farmington Hills, MI,

2003, 44 pp.

"Testing of Concrete - Recommendations and Commentary" by N. Burkein Deutscher Ausschuss fur Stahlbeton (DAfStb), Heft 422, 1991, as a

supplement to DIN/ISO 1048.

ASTM C 597-83 (07) "Standard Test Method for Pulse Velocity throughConcrete"

BS 1881: Part 203: 1986 "Testing Concrete - Recommendations forMeasurement of Velocity of Ultrasonic Pulses In Concrete"

RILEM/NDT 1 1972 "Testing of Concrete by the Ultrasonic PulseMethod"

GOST 17624-87 "Concrete - Ultrasonic Method for Strength

Determination".


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(5)

STN 73 1371 "Method for ultrasonic pulse testing of concrete" in Slovak(Identical with the Czech CSN 73 1371)

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

by Rebound Hammer and By Ultrasound" Technical Guidelines inHungarian.

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).


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Chapter Two

Figure (2-1) 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 (2-1)

Where

V = Velocity of the wave, km/sec.

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).

(6)


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1. Direct Transducer

2. Semi-Direct Transducer

(7)

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


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Chapter Two

(8)

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:

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,

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 (), 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 is described by the relation:

=1+2 (2-2)

where:

1 = the attenuation coefficient that describes how mechanical energy is

converted into thermal energy, and

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

to reflections and refractions in various directions.

(Garbacz and Garboczi ,2003)


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(9)

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,

2003)

There must be a smooth contact with the surface under test; a couplingmedium such as a thin film of oil is mandatory.

It is desirable for path-lengths to be at least 12 in (30 cm) in order toavoid any errors introduced by heterogeneity.

It must be recognized that there is an increase in pulse velocity at below-freezing temperature owing to freezing of water; from 5 to 30 C (41

86F) pulse velocities are not temperature dependent.

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. (Nash't et al.,2005)


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Chapter Two

(10)

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 and/or attenuation measures, but their evaluations are generally

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

1992)

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 WavesUltrasonic 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:

Ultrasonic flaw detection (detection and characterization of internaldefects in a material),

Ultrasonic measurement of the thickness and mechanical properties of asolid material (stresses, toughness, elasticity constants), and analysis of

liquid properties.


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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:

2

2

x

a (2-3)2

2

2

Ct

a

=

(11)

where:

a = instantaneous particle displacement in m

t= time in seconds

C= wave propagation velocity in m/s

x = position coordinate (path) in m.

The vibrations of the medium are characterized by the following parameters:

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

position of equilibrium:

= da/dt=Acos( t) (2-4)

where:

a, tare as above;

= 2f : the angular frequency in rad/s;

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

= 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:


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Chapter Two

(12)

f= 1/Tin Hz, (2-5)

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

particles of the same phase

=c.T = c/f (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 theshape of the wave as shown in figure (2-3).

- Plane wave the wave surface is perpendicular to the direction of the wave

propagation.

- Cylindrical wave the wave surfaces are coaxial cylinders and the source of

the waves is a straight line or a cylinder

- Spherical waves the wave surfaces are concentric spherical surfaces.

The waves are induced by a small size (point) source; deflection of the

particles is decreased proportionally to its distance from the source. For large

ab c

Figure (2-3) - Forms of the wave surface: a) plane wave, b) cylindrical

wave c s herical wave


29/117


(13)

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

(Garbacz and Garboczi, 2003)

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 (3.5) 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 35oC. 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 (35o

C)

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 (0.74); more detail will be

explained in chapter five.

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


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Chapter Two

(14)

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 measurementthrough 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-in.cubes. (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.


31/117


Figure (2-4) - Comparison of pulse-velocity with compressive strength for

specimens from a wide variety of mixes. (Whitehurst, 1951)

Another study regarding the interdependence between the velocity of L-waves

(DUPV) and compressive strength has been presented by Pessiki and Carino

(1988). Within the scope of this work, concrete mixtures with different water-

cement ratios and aggregate contents cured at three different temperatures are

examined. The L-wave velocity is determined by using the impact-echo method

in a time range of up to 28 days. And they have found that at early ages, the L-

wave (DUPV) velocity increases at a faster rate when compared with the

compressive strength and at later ages the strength is the faster developing

quantity. L-wave velocity (DUPV) is found to be a sensitive indicator of the

changes in the compressive strength up to 3 days after mixing.

Popovics et al., (1998) have determined the velocity of L-waves and surface

waves by one-sided measurements. Moreover, L-wave velocity (DUPV) is

measured by through-thickness measurements for verification purposes. It is

observed that the surface wave velocity is indicative of changes in compressive

Pulse Velocity km/s

(15)

3.9 4.2 4.5 4.8 5.1 5.413.8

20.7

27.6

34.5

41.4

48.3

55.2

62.1

69.0

75.9

CompressiveStrength,

(Mpa)


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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 30oC where the aggregate/cement ratio is

equal to (5) and water /cement ratio is equal to (0.45), as shown in figure (2-6).

(16)

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



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(17)

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

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

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

concretes cured at different temperatures, respectively. (Elvery and lbrahim,

1976)

Age of Concrete

Age of concrete

PulseVelocity(km/s)

Cubecrushingstrength(Mp

a)


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Chapter Two

(18)

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):

Pre-steaming period Heating (temperaturerise period with buildup of pressure) Maximum temperature period (hold) 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.


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(19)

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

et al., 1972)

And for the low pressure < 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 kg/cm2

Press

ure

inAu

toc

lave,

(kg

/cm

2)

21.0

100 121 143 166 188 210199177154132110

17.5

14.0

10.5

7.0

3.5


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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

(3.5) 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 (4.5) hr period producing highest strength,

where (1.5) hr temperature rise period generally produces poor results even

when it is combined with the longest (4.5 hr) pre-steaming period.

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

from (3.5 to 4.5) 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 (100oC) 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 (176oC) 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 al.,1951):

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

(20)

OHSiOCaO22

..2


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10-30 percent silica-decreasing OHSiOCaO22

..2

(21)

and increasing tober-morite

30-40 percent silica-tobermorite

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

2-17Relation 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:

Size of specimens Fineness and reactivity of the siliceous materials

In 1934, Menzel's results for curing temperatures of 250 F(121 oC), 300 F

(149oC) 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 notincluded) (ACI committee 516, 1965).

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

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

significantly lower strength than the curing at 350 F (176oC). 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 optimumsilica 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 (121-176oC) (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.


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Chapter Two

(22)

2-18 Previous Equations:

Several studies have been made to develop the relation between the

ultrasonic pulse velocity and the compressive strength; in the following theauthors who are find the most important equations:

Raouf Z. and Ali Z.M. Equation, (1983). Nash't et al., equation, (2005). Jones R. Equation , (1962). Deshpande et al., Equation, (1996). Popovics et al., Equation , (1990). Elvery and lbrahim Equation, (1976).

The detailing of these equations and the verification with the proposed equations

will illustrate in chapter five.

In spite of that, ACI 228.1R-03 recommended to develop an adequate strength

relationship by taking at least 12 cores and determinations of pulse velocity near

by location the core taken with five replicate. The use of the ACI in-placemethod may only be economical if a large volume of concrete is to be evaluated.

Curing time, hr

193

165

138

83

110

55

28

121oC

149 oC

176 oC

Compress

ive

Stre

ng

th,

(Mpa

)

Figure (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 (Menzel,1934)


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(23)

Chapter Three3Experimental 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 (S.R.P.C). Table (3-1) shows the chemical and

physical properties of the cement used.

Table (3-1) - Chemical and physical properties of cements OPC and S.R.P.C.

with Limits of IQS (5-1984)


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Chapter three

(24)

Results of chemical analysis , Percent

Oxide Content % Oxide composition

Limits of IQS

(5-1984)

S.R.P.C Limits of IQS

(5-1984)

OPC

____21.74

____22.01 SiO2

____4.15

____5.26 Al2O3

____5.67

____3.3 Fe2O3

____62.54

____62.13 CaO

5.0 1.55 5.0 2.7 MgO

2.5 2.41 2.8 2.4 SO3

4.01.51

4.01.45 L.O.I

Calculated Potential Compound Composition, (Percent)

____39.7

____32.5 C3S

____32.3

____38.7 C2S

____1.3

____8.3 C3A

____

17.2

____

10.4 C4AF____

1.6____

1.46 Free CaO

Results of Physical Tests

=250 337 = 230 290 Fineness (Blaine) cm2/gm

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

10 3:45 10 3:30 Final setting time (Hrs:min)

= 15

= 23

15.64

23.71

=15

=23

16.55

25.74

Compressive Strength (Mpa)

3 days

7 days

3-2-2 Sand:

Three natural types of sand are used. Its grading and other characteristics are

conformed with IQS (No.45-1980) and BS 882:1992 as shown in Table (3-2).


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Experimental Program

(25)

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

Sieve Openings

size mm

Passing Percentage % Limits of IQS

45-1980

limits BS 882:1992

(Overall Grading)

Type 1 Type 2 Type 3

10.0 100 100 100 100 100

4.75 94.76 99.96 94.69 90 - 100 89 - 100

2.36 88.38 99.86 88.32 75 - 100 60 - 100

1.18 79 75.60 78.99 55 - 90 30 - 100

0.6 65.55 44.46 65.50 35 - 59 15 - 100

0.3 17.17 5.02 17.57 8 - 30 5 - 70

0.15 3.79 1.59 3.72 0 10 0 15

Properties value IQS limits

Fineness Modulus 2.51 2.74 2.52 -

SO3 % 4.45 0.34 2.05 0.5

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 882:1992.The coarse aggregate grading and

characteristics are given in Table (3-3)

Table (3-3) - Grading and characteristics of coarse aggregate usedSieve Passing Percentage % Limits of IQS (45-1980) BS limits 882:1992

openings

size

(mm)

Type

1

Type

2

Type

3

Type

4

Type

5

Graded

aggregate


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Chapter three

(26)

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

no.1 used in the study


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(27)

Figure (3-2) - Autoclave no.2 used in the study

Figure (3-3) - Autoclaves no.3 used in the study

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

designated as (no.1) and the other which work with a pressure of 2 bars


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Chapter three

(28)

curing pressure as (no.2) and the manufactured autoclave which have been

designed to reach 4 bars curing pressure as (no.3).

The autoclave (no.3) manufactured in order to reach a middle state

between autoclave (no.1) and autoclave (no.2).

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

5 bars and a temperature of 200oC 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

203:1986).


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(29)

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

Part 203:1986).

Transducerfrequency

Pulse Velocity in Concrete in (km/s)

Vc= 3.5 Vc= 4.0 Vc= 4.5

Minimum Permissible Lateral Specimen Dimension

kHz mm mm mm24 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

(3-4)

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


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Chapter three

(30)

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 1.5 min.

7. The cement is added and then the remaining of mix water is added over a 1.5

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 300*100*100 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 no.1 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.


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(31)

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 research.For

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

maximum temperature of 175o

C, which corresponds to a pressure of 8 bars over


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Chapter three

(32)

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

of 130oC, 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.


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Chapter Four

4

Discussion of Results4-1 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 (No.5) 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.

)33(


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Chapter FourTable (4-1) A- Experimental results of cubes and prisms (normally curing).

Sample

no.

SLUMP

(mm)

SLUMP

range

(mm)

SO3 %

in fine

agregate

W/CCoarse

Aggregate

Mix

proportions

Age

(day)

Comp.

str.

(Mpa)

Ult.

V(km/s)

direct

Ult.

V(km/s)s

urface

Density

(gm /cm3)

1 90 (60-180) 0.34 0.6 Type 1 1:2.09:2.66 7 7.05 4.26 3.36 2.42

2 90 (60-180) 0.34 0.6 Type 1 1:2.09:2.66 14 13.35 4.58 3.98 2.42

3 90 (60-180) 0.34 0.6 Type 1 1:2.09:2.66 21 23.00 4.54 4.51 2.39

4 90 (60-180) 0.34 0.6 Type 1 1:2.09:2.66 28 27.25 4.60 4.68 2.41

5 90 (60-180) 0.34 0.6 Type 1 1:2.09:2.66 60 30.78 4.65 4.80 2.436 90 (60-180) 0.34 0.6 Type 1 1:2.09:2.66 90 30.77 4.69 4.79 2.39

7 90 (60-180) 0.34 0.6 Type 1 1:2.09:2.66 120 31.13 4.70 4.81 2.408 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 14 31.92 4.68 4.90 2.339 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 21 43.75 4.74 5.00 2.35

10 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 28 43.30 4.75 5.02 2.3511 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 60 48.66 4.84 5.08 2.3612 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 90 46.43 4.83 5.04 2.35

13 56 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 14 18.12 4.34 4.57 2.33

14 56 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 21 20.77 4.18 4.61 2.33

15 56 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 28 23.42 4.44 4.65 2.33

16 56 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 60 28.29 4.50 4.69 2.32

17 56 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 90 27.40 4.53 4.73 2.3318 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 7 37.72 4.72 4.91 2.4719 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 14 48.21 4.87 5.17 2.5120 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 21 46.88 4.90 5.20 2.5221 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 28 58.04 4.93 5.27 2.52

22 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 60 64.73 4.98 5.30 2.5023 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 90 49.11 5.03 5.33 2.5024 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 7 39.29 4.42 4.99 2.4425 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 14 44.20 4.80 5.02 2.4126 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 21 46.88 4.83 5.06 2.4327 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 28 48.21 4.87 5.12 2.4428 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 60 46.43 4.94 5.14 2.4329 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 90 50.00 4.94 5.14 2.4230 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 100 34.82 _ 4.6031 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 150 43.75 4.85 5.05 2.3832 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 7 28.06 4.63 4.76 2.3633 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 14 29.61 4.69 4.88 2.3334 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 21 31.38 4.76 4.91 2.3835 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 28 38.45 4.76 4.98 2.3936 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 60 43.31 4.80 5.01 2.3837 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 90 40.22 4.82 5.03 2.3738 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 120 43.75 4.83 5.03 2.3739 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 7 42.86 4.72 5.02 2.46


45 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 7 13.07 4.19 3.94 2.39

46 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 90 28.39 4.69 4.70 2.37

47 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 14 22.88 4.54 4.49 2.39

48 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 28 26.47 4.61 4.63 2.37

49 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 60 27.67 4.68 4.67 2.37

50 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 7 34.38 4.47 4.67 2.3751 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 14 33.48 4.58 4.79 2.3752 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 21 33.93 4.63 4.89 2.3853 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 28 39.29 4.64 4.93 2.3754 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 60 44.64 4.72 5.02 2.3655 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 90 46.43 4.77 4.99 2.3656 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 120 46.43 4.75 4.99 2.3657 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 7 29.91 4.52 4.59 2.3458 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 14 30.58 4.67 4.77 2.3459 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 21 34.82 4.69 4.87 2.3360 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 28 36.61 4.72 4.93 2.3561 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 60 46.88 4.80 5.02 2.3362 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 90 45.54 4.83 5.02 2.3563 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 120 45.09 4.86 4.99 2.3564 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 7 26.34 4.50 4.70 2.4165 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 14 37.50 4.69 4.98 2.4266 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 21 38.39 4.74 5.03 2.4167 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 28 42.86 4.76 5.10 2.4168 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 60 44.64 4.82 5.18 2.4269 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 90 51.34 4.86 5.18 2.4170 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 120 50.00 4.86 5.18 2.43

71 56 (30-60) 0.34 0.4 Type 1 1:1.17:1.93 90 49.50 4.85 5.05 2.44

72 56 (30-60) 0.34 0.4 Type 1 1:1.17:1.93 7 42.43 4.67 4.92 2.46

73 56 (30-60) 0.34 0.4 Type 1 1:1.17:1.93 14 43.31 4.70 4.99 2.44

74 56 (30-60) 0.34 0.4 Type 1 1:1.17:1.93 21 53.04 4.76 5.02 2.44

75 56 (30-60) 0.34 0.4 Type 1 1:1.17:1.93 28 53.04 4.77 5.05 2.4676 56 (30-60) 0.34 0.4 Type 1 1:1.17:1.93 60 51.71 4.83 5.07 2.44

77 25 (10-30) 0.34 0.4 Type 1 1:1.26:2.45 90 49.50 4.89 5.09 2.42

)34(


51/117

Discussion of Results

Table (4-1) A- Continued

Sample

no.

SLUMP

(mm)

SLUMP

range

(mm)

SO3 %

in fine

agregate

W/CCoarse

Aggregate

Mix

proportions

Age

(day)

Comp.

str.

(Mpa)

Ult.

V(km/s)

direct

Ult.

V(km/s)s

urface

Density

(gm /cm3)

78 25 (10-30) 0.34 0.4 Type 1 1:1.26:2.45 100 34.47 4.5579 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 7 24.11 4.61 4.73 2.4580 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 14 34.82 4.81 4.99 2.4681 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 21 37.95 4.87 5.11 2.4882 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 28 41.52 4.92 5.18 2.4683 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 60 53.13 4.95 5.25 2.4684 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 90 53.57 5.00 5.23 2.4585 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 120 52.68 5.01 5.20 2.4386 70 (60-180) 2.05 0.48 Type 1 1:1.32:2.18 28 26.12 4.51 4.5587 70 (60-180) 2.05 0.48 Type 1 1:1.32:2.18 7 22.32 4.34 3.90 2.3888 70 (60-180) 2.05 0.48 Type 1 1:1.32:2.18 28 40.40 4.66 4.70 2.3689 70 (60-180) 2.05 0.48 Type 1 1:1.32:2.18 60 39.29 4.67 4.76 2.43

90 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 7 33.59 4.46 4.68 2.38

91 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 14 38.45 4.55 4.79 2.39

92 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 21 38.45 4.59 4.83 2.39

93 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 28 42.87 4.58 4.89 2.41

94 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 60 45.52 4.63 4.94 2.37

95 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 90 46.41 4.63 4.94 2.3996 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 150 50.38 4.68 4.96 2.3997 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 7 20.98 4.51 4.21 2.38

98 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 28 29.46 4.67 4.62 2.3999 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 60 35.49 4.66 4.71 2.40100 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 90 41.52 4.69 4.67 2.42101 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 120 25.45 4.70 4.65 2.48102 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 150 35.27 4.92 5.22 2.49103 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 7 25.89 4.78 4.11 2.31104 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 28 30.36 4.89 5.03 2.47105 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 60 38.39 4.90 5.28 2.48106 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 90 38.39 4.97 5.18 2.48107 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 120 32.14 5.01 5.18 2.48108 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 7 16.96 4.47 4.42 2.43109 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 28 22.32 4.70 4.69 2.42110 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 60 30.36 4.71 4.72 2.41111 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 90 39.29 4.71 4.70 2.40112 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 120 36.16 4.75 4.71 2.40113 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 7 21.65 4.46 4.59 2.38114 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 28 30.36 4.64 4.91 2.43115 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 60 29.02 4.69 4.96 2.43

116 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 90 38.17 4.71 4.97 2.40117 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 120 37.05 4.74 4.96 2.40118 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 7 22.32 4.44 4.01 2.42119 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 14 33.71 4.75 4.51 2.41120 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 21 28.57 4.74 4.97 2.41121 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 28 32.81 4.76 5.00 2.44122 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 60 38.84 4.77 5.10 2.43123 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 90 41.07 4.81 5.11 2.39124 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 120 49.55 4.83 5.08 2.41125 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 7 31.25 4.76 4.94 2.39126 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 14 33.04 4.84 5.11 2.41127 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 21 35.71 4.87 5.14 2.42128 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 28 40.40 4.91 5.19 2.42129 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 60 42.86 4.98 5.25 2.42130 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 90 49.11 4.97 5.27 2.42131 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 120 46.43 4.95 5.26 2.42132 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 150 43.30 4.98 5.27 2.42

133 77 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 14 32.24 4.72 4.95 2.33

134 77 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 21 44.19 4.79 5.05 2.35

135 77 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 28 43.74 4.80 5.07 2.35

136 77 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 60 49.15 4.89 5.13 2.36

137 77 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 90 46.89 4.88 5.09 2.35138 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 7 29.24 4.61 4.75 2.34139 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 14 35.71 4.77 4.92 2.36140 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 21 41.07 4.78 5.00 2.37141 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 28 38.39 4.82 5.08 2.37142 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 60 41.96 4.84 5.10 2.37143 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 90 52.68 4.89 5.13 2.36144 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 120 46.88 4.89 5.10 2.36145 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 150 41.07 4.91 5.12 2.36146 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 7 28.35 4.68 4.81 2.36147 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 14 29.91 4.74 4.93 2.33148 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 21 31.70 4.80 4.96 2.38149 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 28 38.84 4.80 5.03 2.39150 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 60 43.75 4.85 5.06 2.38151 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 90 40.63 4.87 5.08 2.37152 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 120 44.20 4.87 5.08 2.37153 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 150 44.20 4.90 5.10 2.38

154 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 120 39.78 4.90 5.07 2.37

)35(


52/117

Chapter FourTable (4-1) A- Continued

Sample

no.

SLUMP

(mm)

SLUMP

range

(mm)

SO3 % in

fine

agregate

W/CCoarse

Aggregate

Mix

proportions

Age

(day)

Comp.

str.

(Mpa)

Ult.

V(km/s)

direct

Ult.

V(km/s)su

rface

Density

(gm /cm3)

155 72 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 7 23.20 4.56 4.71 2.35

156 72 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 41 35.36 4.71 4.92 2.37

157 72 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 21 35.80 4.76 4.95 2.36

158 72 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 28 38.89 4.79 5.03 2.34

159 72 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 60 45.74 4.84 5.08 2.36

160 72 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 90 52.59 4.87 5.12 2.35161 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 7 33.93 4.51 4.73 2.38162 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 14 38.84 4.59 4.84 2.39163 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 21 38.84 4.63 4.88 2.39164 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 28 43.30 4.63 4.94 2.41165 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 60 45.98 4.68 4.99 2.37166 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 90 46.88 4.68 4.99 2.39167 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 120 46.88 4.70 4.99 2.39168 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 150 50.89 4.73 5.01 2.39169 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 7 14.51 4.01 3.95 2.33170 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 14 17.86 4.24 4.38 2.33171 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 21 22.77 4.32 4.46 2.33172 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 28 23.66 4.39 4.58 2.33173 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 60 32.14 4.45 4.65 2.66174 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 90 32.14 4.47 4.68 2.31175 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 120 30.80 4.52 4.72 2.31

176 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 7 19.84 4.72 4.75 2.39177 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 14 27.96 4.81 5.04 2.43

178 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 21 29.31 4.87 5.10 2.42

179 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 28 35.62 4.94 5.13 2.43

180 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 60 41.48 4.96 5.17 2.41

181 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 90 41.93 4.98 5.14 2.41182 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 7 23.44 4.61 4.76 2.35183 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 41 35.71 4.76 4.97 2.37184 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 21 36.16 4.81 5.00 2.36185 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 28 39.29 4.84 5.08 2.34186 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 60 46.21 4.89 5.13 2.36187 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 90 53.13 4.92 5.17 2.35188 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 120 40.18 4.95 5.12 2.37189 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 7 8.93 4.13 3.47 2.40190 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 14 13.84 4.24 3.66 2.37191 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 21 12.95 4.32 4.03 2.40192 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 28 13.84 4.38 4.06 2.42193 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 60 20.54 4.44 4.13 2.38194 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 90 22.77 4.50 4.46 2.35195 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 120 21.43 4.51 4.46 2.33196 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 14 24.55 5.01 5.14 2.45197 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 21 31.70 5.11 5.25 2.49198 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 28 34.38 5.10 5.28 2.46199 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 60 40.63 5.14 5.32 2.47200 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 90 39.29 5.19 5.30 2.46201 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 7 21.88 4.64 4.81 2.43202 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 14 30.36 4.80 5.04 2.45203 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 21 32.59 4.89 5.11 2.45204 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 28 41.52 4.91 5.15 2.44205 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 60 38.39 4.91 5.15 2.44

206 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 120 45.96 4.70 4.94 2.36

207 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 7 34.03 4.42 4.62 2.37

208 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 14 33.15 4.53 4.74 2.37

209 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 21 34.27 4.67 4.94 2.38

210 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 28 39.68 4.69 4.98 2.37

211 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 60 45.09 4.76 5.07 2.36212 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 90 46.89 4.81 5.04 2.36213 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 7 20.09 5.02 4.69 2.38214 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 14 27.23 4.83 4.92 2.42215 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 21 30.80 4.89 5.04 2.38216 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 28 33.48 4.91 5.11 2.40217 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 60 41.96 4.92 5.12 2.39218 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 90 37.05 4.96 5.11 2.39219 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 7 19.64 4.67 4.70 2.39220 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 14 27.68 4.76 4.99 2.43221 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 21 29.02 4.82 5.05 2.42222 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 28 35.27 4.89 5.08 2.43223 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 60 41.07 4.91 5.12 2.41224 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 90 41.52 4.93 5.09 2.41225 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 21 30.36 4.82 5.14 2.47226 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 28 29.91 4.89 5.18 2.47227 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 60 35.71 4.92 5.26 2.48228 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 90 41.96 4.92 5.25 2.47

229 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 120 42.41 4.93 5.27 2.47230 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 150 25.00 4.93 5.26 2.47

231 115 (60-180) 0.34 0.8 Type 2 1:3.33:3.33 7 5.26 3.73 3.06 2.34

)36(


53/117

Discussion of Results

Table (4-1) A- Continued

Sample

no.

SLUMP

(mm)

SLUMP

range

(mm)

SO3 % in

fine

agregate

W/CCoarse

Aggregate

Mix

proportions

Age

(day)

Comp.

str.

(Mpa)

Ult.

V(km/s)

direct

Ult.

V(km/s)su

rface

Density

(gm /cm3)

232 115 (60-180) 0.34 0.8 Type 2 1:3.33:3.33 21 22.98 4.36 4.49 2.38

233 115 (60-180) 0.34 0.8 Type 2 1:3.33:3.33 28 23.76 4.37 4.52 2.37

234 115 (60-180) 0.34 0.8 Type 2 1:3.33:3.33 60 25.95 4.44 4.61 2.36

235 115 (60-180) 0.34 0.8 Type 2 1:3.33:3.33 90 26.01 4.48 4.61 2.37236 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 7 11.61 4.42 4.07 2.43237 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 14 15.18 4.50 4.44 2.37238 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 21 16.07 4.57 4.58 2.37239 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 28 16.07 4.59 4.58 2.33240 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 60 19.20 4.65 4.71 2.36241 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 90 17.41 4.67 4.74 2.36242 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 120 26.79 4.75 4.79 2.36243 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 150 16.96 4.72 4.81 2.36

244 25 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 14 9.06 4.13 4.11 2.40

245 25 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 21 12.82 4.35 4.42 2.38

246 25 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 28 16.00 4.36 4.42 2.37

247 25 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 60 19.67 4.41 4.47 2.34


253 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 60 25.89 4.52 4.75 2.41254 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 120 19.87 4.58 4.79 2.40

255 110 (60-180) 0.34 0.8 Type 3 1:3.33:3.33 7 6.76 3.70 3.03 2.34

256 110 (60-180) 0.34 0.8 Type 3 1:3.33:3.33 21 17.13 4.32 4.45 2.38

257 110 (60-180) 0.34 0.8 Type 3 1:3.33:3.33 28 17.58 4.33 4.48 2.37

258 110 (60-180) 0.34 0.8 Type 3 1:3.33:3.33 60 21.19 4.40 4.56 2.36

259 110 (60-180) 0.34 0.8 Type 3 1:3.33:3.33 90 20.29 4.44 4.57 2.37260 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 7 12.95 4.13 3.93 2.61261 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 28 18.75 4.41 4.61 2.45262 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 60 23.21 4.44 4.71 2.44263 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 90 26.79 4.50 4.74 2.38264 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 120 20.54 4.53 4.73 2.42

265 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 14 31.28 4.58 4.80 2.33

266 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 21 42.88 4.65 4.90 2.35

267 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 28 42.44 4.85 5.12 2.35

268 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 60 47.69 4.94 5.18 2.36

269 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 14 31.28 4.77 4.99 2.33

270 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 21 42.88 4.84 5.10 2.35

271 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 28 42.44 4.85 5.12 2.35

272 62 (60-180) 0.34 0.4 Type 1 1:1.13:1.7 60 47.69 4.94 5.18 2.36273 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 7 39.29 4.95 5.16 2.42274 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 14 40.18 4.99 5.26 2.46275 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 21 44.64 5.02 5.31 2.46276 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 28 41.07 5.06 5.35 2.47277 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 60 57.59 5.06 5.39 2.46278 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 90 49.55 5.10 5.42 2.46279 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 120 62.05 5.10 5.39 2.45280 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 150 42.41 5.11 5.42 2.47

281 22 (10-30) 0.34 0.4 Type 3 1:1.26:2.45 7 38.89 4.37 4.94 2.44

282 22 (10-30) 0.34 0.4 Type 3 1:1.26:2.45 14 43.75 4.75 4.97 2.41

283 22 (10-30) 0.34 0.4 Type 3 1:1.26:2.45 21 46.41 4.79 5.00 2.43

284 22 (10-30) 0.34 0.4 Type 3 1:1.26:2.45 28 47.73 4.83 5.06 2.44

285 22 (10-30) 0.34 0.4 Type 3 1:1.26:2.45 60 45.96 4.89 5.09 2.43

286 22 (10-30) 0.34 0.4 Type 3 1:1.26:2.46 120 49.50 4.81 5.07 2.43287 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 7 11.16 4.26 3.36 2.42288 5 (0-10) 2.05 0.6 Type 2 1:2.

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