Concrete Strength Prediction Using Ultrasonic Testing

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
By
BAQER ABDUL HUSSEIN ALI
B.SC.IN BUILDING AND CONSTRUCTION ENGINERING, 1991
October Shawal
2008 1429

Certification
I certify that this thesis entitled “Assessment of Concrete
Compressive 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

Examination committee certificate
We 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. Ihsan
Al-Sharbaf
(Member) (Member)
Date: / 10 / 2008 Date: / 10 / 2008
Signature:
Name: Dr.Abdul Muttalib I.Said Al-Musawi
(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
VIII
ACKNOWLEDGMENTs………………………………………………..……...…V
ABSTRACT …………………………………………………………..…………..VI
LIST OF CONTENTS………………………………………………….………VIII
LIST OF SYMBOLS …………………………………………………...…….… XI
LIST 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 LITERATURE
2-1 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 Pressure …………………18
2-15 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 Program …………………………………23
3-1 Introduction……………………………………………………………23
3-2 Materials Used… ……… ………………………………………………23
3-2-1 Cements……….………………………………………...………..23

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 ………………………… …………..46
4-3-3 Coarse Aggregate Graded…………………… ………………….50
4-3-4 Salt Content in Fine Aggregate……………………………………51
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……………………………………………….63
4-4-1 Introduction ……………………………………………………….63
4-4-2 Statistical modeling………………………………………………...64
4-5 Selection of Predictor Variables………………………………………...64
4-6 The Model Assessment……………………………………………………66
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…………………………………....76
4-7-3 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. Equation…………………………………………………81
5-2-4 Popovics S. Equation………………………………………………81
5-2-5 Nash't et al. Equation…………………………………………….82
5-2-6 Elvery and lbrahim Equation…………………………………...83

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
5-3-3 Case study no. 3…………………………………………………..87
5-3-4 Case study no. 4…………………………………………………..88
CHAPTER SIX: CONCLUSION AND RECOMMENDATIONS ……
6-1 Conclusion ………………………………………………………………91
6-2 Recommendations for Future Works………………………………….93
REFERENCES……………………………………………………….…….……..94
ABSTRACT IN ARABIC……………………………

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
( )th
i case
Regression prediction for the ( )th
i 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′

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 study
Autoclave no.2 used in the study
Autoclaves no.3 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
(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)

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) =0.4
Relation 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
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).
several 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)

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)

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 klieger’s
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)

List of Tables
XVI
Page Title No.
24
25
25
29
34
35
36
37
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 R
2
values for different slump
combination
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
(3-1)
(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)

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
Klieger’s (Compressive Strength and UPV) (1957) data.
Klieger’s (1957) data.
(4-8)
(4-9)
(4-10)
(4-11)
(4-12)
(5-1)
(5-2)
(5-3)
(5-4)

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Chapter One
1
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
Velocity…etc). 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
(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 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 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 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.

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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

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 of
Ultrasonic 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. Burke
in 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 through
Concrete"
• BS 1881: Part 203: 1986 "Testing Concrete - Recommendations for
Measurement of Velocity of Ultrasonic Pulses In Concrete"
• RILEM/NDT 1 1972 "Testing of Concrete by the Ultrasonic Pulse
Method"
• GOST 17624-87 "Concrete - Ultrasonic Method for Strength
Determination".

(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 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) – 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)
µ

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

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 (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 … (2-2)
where:
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)

(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 coupling
medium 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 to
avoid 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 –
86°F) 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)

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 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:
• Ultrasonic flaw detection (detection and characterization of internal
defects in a material),
• 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:
2
2
x
a
… (2-3)2
2
2
C
t
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, ν = velocity of vibration of the material particles around the
position of equilibrium:
υ = da/dt =ω Acos(ω t −ϕ) …(2-4)
where:
a, t are as above;
ω = 2πf : the angular frequency in rad/s;
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
(12)
f = 1/T in Hz, … (2-5)
- Wave length, λ = the minimum length between two consecutive vibrating
particles of the same phase
λ =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 the
shape 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
a
b c
Figure (2-3) - Forms of the wave surface: a) plane wave, b) cylindrical
wave, c) spherical wave

(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 35 o
C. 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 o
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 o
C.
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 wooden
ends.

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 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-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.

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 5.4
13.8
20.7
27.6
34.5
41.4
48.3
55.2
62.1
69.0
75.9
CompressiveStrength,(Mpa)

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 o
C 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.

(17)
(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,
1976)
Age of Concrete
Age of concrete
PulseVelocity(km/s)Cubecrushingstrength(Mpa)

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 (temperature–rise 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.

(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, o
C
Gage Pressure plus 1 kg/cm2
PressureinAutoclave,(kg/cm2
)
21.0
100 121 143 166 188 210199177154132110
17.5
14.0
10.5
7.0
3.5

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 (100 o
C) 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 o
C) 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)
OHSiOCaO 22 ..2α

10-30 percent silica-decreasing OHSiOCaO 22 ..2α
(21)
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:
• Size of specimens
• Fineness and reactivity of the siliceous materials
In 1934, Menzel's results for curing temperatures of 250 F(121 o
C), 300 F
(149 o
C) and 350 F (176 o
C) 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 o
C) has a marked advantage in strength attainable
in any curing period investigated; curing at 300 F (149 o
C) gives a
significantly lower strength than the curing at 350 F (176 o
C). Curing at 250
F (121 o
C) 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 o
C) (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
(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 the
authors 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-place
method may only be economical if a large volume of concrete is to be evaluated.
Curing time, hr
193
165
138
83
110
55
28
121
o
C
149 o
C
176 o
C
CompressiveStrength,(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)

(23)
Chapter Three
3
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 (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)

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
≤4.0
1.51
≤4.0
1.45 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) cm
2
/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).

(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 used
Sieve 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<2
0 mm
Graded
aggregate<4
0 mm
Single –
sized
aggregate
Graded
aggregate<
20
Single –sized
aggregate
37.5 100 100 100 100 100 100 95-100 100 100 100
20 70 100 100 100 100 95-100 35-70 100 90 –100 100
14 40 70 100 100 100 - - 100 40 – 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 – 10 0-5 0-25 0 – 10 0-10
Property Value IQS limits
So3 % 0.095 ≤ 0.1

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

(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

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 200
o
C 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).

(29)
Table (3-4) – Effect of specimen dimensions on pulse transmission (BS 1881:
Part 203:1986).
Transducer
frequency
Pulse Velocity in Concrete in (km/s)
Vc= 3.5 Vc= 4.0 Vc= 4.5
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
(3-4)
Figure (3-4): Shape and size of the samples used in the study

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.

(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 175
o
C, which corresponds to a pressure of 8 bars over

Chapter three
(32)
a period of 3 hours for the first instrument , whereas the maximum temperature
of 130
o
C, corresponds to a pressure of 2 bars over a period of 2 hr in the second
one , and the maximum temperature of 150
o
C 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
4
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 (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(

Chapter Four
Table (4-1) A- Experimental results of cubes and prisms (normally curing).
Sample
no.
SLUMP
(mm)
SLUMP
range
(mm)
SO3 %
in fine
agregate
W/C
Coarse
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 2.43
6 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 2.40
8 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 14 31.92 4.68 4.90 2.33
9 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 2.35
11 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 60 48.66 4.84 5.08 2.36
12 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 2.33
18 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 7 37.72 4.72 4.91 2.47
19 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 14 48.21 4.87 5.17 2.51
20 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 21 46.88 4.90 5.20 2.52
21 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 2.50
23 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 90 49.11 5.03 5.33 2.50
24 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 7 39.29 4.42 4.99 2.44
25 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 14 44.20 4.80 5.02 2.41
26 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 21 46.88 4.83 5.06 2.43
27 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 28 48.21 4.87 5.12 2.44
28 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 60 46.43 4.94 5.14 2.43
29 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 90 50.00 4.94 5.14 2.42
30 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 100 34.82 _ 4.60
31 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 150 43.75 4.85 5.05 2.38
32 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 7 28.06 4.63 4.76 2.36
33 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 14 29.61 4.69 4.88 2.33
34 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 21 31.38 4.76 4.91 2.38
35 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 28 38.45 4.76 4.98 2.39
36 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 60 43.31 4.80 5.01 2.38
37 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 90 40.22 4.82 5.03 2.37
38 73 (60-180) 0.34 0.5 Type 4 1:1.91:2.25 120 43.75 4.83 5.03 2.37
39 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 7 42.86 4.72 5.02 2.46
40 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 14 43.75 4.75 5.10 2.44
41 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 21 53.57 4.80 5.13 2.44
42 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 28 53.57 4.82 5.16 2.46
43 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 60 52.23 4.87 5.17 2.44
44 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 90 50.00 4.90 5.15 2.44
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 2.37
51 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 14 33.48 4.58 4.79 2.37
52 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 21 33.93 4.63 4.89 2.38
53 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 28 39.29 4.64 4.93 2.37
54 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 60 44.64 4.72 5.02 2.36
55 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 90 46.43 4.77 4.99 2.36
56 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 120 46.43 4.75 4.99 2.36
57 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 7 29.91 4.52 4.59 2.34
58 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 14 30.58 4.67 4.77 2.34
59 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 21 34.82 4.69 4.87 2.33
60 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 28 36.61 4.72 4.93 2.35
61 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 60 46.88 4.80 5.02 2.33
62 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 90 45.54 4.83 5.02 2.35
63 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 120 45.09 4.86 4.99 2.35
64 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 7 26.34 4.50 4.70 2.41
65 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 14 37.50 4.69 4.98 2.42
66 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 21 38.39 4.74 5.03 2.41
67 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 28 42.86 4.76 5.10 2.41
68 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 60 44.64 4.82 5.18 2.42
69 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 90 51.34 4.86 5.18 2.41
70 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 2.46
76 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(

Table (4-1) A- Continued
Sample
no.
SLUMP
(mm)
SLUMP
range
(mm)
SO3 %
in fine
agregate
W/C
Coarse
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 4.55
79 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 7 24.11 4.61 4.73 2.45
80 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 14 34.82 4.81 4.99 2.46
81 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 21 37.95 4.87 5.11 2.48
82 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 28 41.52 4.92 5.18 2.46
83 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 60 53.13 4.95 5.25 2.46
84 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 90 53.57 5.00 5.23 2.45
85 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 120 52.68 5.01 5.20 2.43
86 70 (60-180) 2.05 0.48 Type 1 1:1.32:2.18 28 26.12 4.51 4.55
87 70 (60-180) 2.05 0.48 Type 1 1:1.32:2.18 7 22.32 4.34 3.90 2.38
88 70 (60-180) 2.05 0.48 Type 1 1:1.32:2.18 28 40.40 4.66 4.70 2.36
89 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 2.39
96 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 150 50.38 4.68 4.96 2.39
97 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 2.39
99 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 60 35.49 4.66 4.71 2.40
100 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 90 41.52 4.69 4.67 2.42
101 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 120 25.45 4.70 4.65 2.48
102 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 150 35.27 4.92 5.22 2.49
103 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 7 25.89 4.78 4.11 2.31
104 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 28 30.36 4.89 5.03 2.47
105 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 60 38.39 4.90 5.28 2.48
106 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 90 38.39 4.97 5.18 2.48
107 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 120 32.14 5.01 5.18 2.48
108 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 7 16.96 4.47 4.42 2.43
109 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 28 22.32 4.70 4.69 2.42
110 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 60 30.36 4.71 4.72 2.41
111 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 90 39.29 4.71 4.70 2.40
112 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 120 36.16 4.75 4.71 2.40
113 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 7 21.65 4.46 4.59 2.38
114 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 28 30.36 4.64 4.91 2.43
115 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 2.40
117 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 120 37.05 4.74 4.96 2.40
118 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 7 22.32 4.44 4.01 2.42
119 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 14 33.71 4.75 4.51 2.41
120 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 21 28.57 4.74 4.97 2.41
121 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 28 32.81 4.76 5.00 2.44
122 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 60 38.84 4.77 5.10 2.43
123 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 90 41.07 4.81 5.11 2.39
124 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 120 49.55 4.83 5.08 2.41
125 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 7 31.25 4.76 4.94 2.39
126 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 14 33.04 4.84 5.11 2.41
127 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 21 35.71 4.87 5.14 2.42
128 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 28 40.40 4.91 5.19 2.42
129 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 60 42.86 4.98 5.25 2.42
130 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 90 49.11 4.97 5.27 2.42
131 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 120 46.43 4.95 5.26 2.42
132 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 2.35
138 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 7 29.24 4.61 4.75 2.34
139 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 14 35.71 4.77 4.92 2.36
140 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 21 41.07 4.78 5.00 2.37
141 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 28 38.39 4.82 5.08 2.37
142 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 60 41.96 4.84 5.10 2.37
143 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 90 52.68 4.89 5.13 2.36
144 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 120 46.88 4.89 5.10 2.36
145 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 150 41.07 4.91 5.12 2.36
146 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 7 28.35 4.68 4.81 2.36
147 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 14 29.91 4.74 4.93 2.33
148 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 21 31.70 4.80 4.96 2.38
149 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 28 38.84 4.80 5.03 2.39
150 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 60 43.75 4.85 5.06 2.38
151 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 90 40.63 4.87 5.08 2.37
152 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 120 44.20 4.87 5.08 2.37
153 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(

Chapter Four
Sample
no.
SLUMP
(mm)
SLUMP
range
(mm)
SO3 % in
fine
agregate
W/C
Coarse
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 2.35
161 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 7 33.93 4.51 4.73 2.38
162 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 14 38.84 4.59 4.84 2.39
163 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 21 38.84 4.63 4.88 2.39
164 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 28 43.30 4.63 4.94 2.41
165 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 60 45.98 4.68 4.99 2.37
166 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 90 46.88 4.68 4.99 2.39
167 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 120 46.88 4.70 4.99 2.39
168 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 150 50.89 4.73 5.01 2.39
169 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 7 14.51 4.01 3.95 2.33
170 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 14 17.86 4.24 4.38 2.33
171 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 21 22.77 4.32 4.46 2.33
172 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 28 23.66 4.39 4.58 2.33
173 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 60 32.14 4.45 4.65 2.66
174 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 90 32.14 4.47 4.68 2.31
175 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 2.39
177 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 2.41
182 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 7 23.44 4.61 4.76 2.35
183 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 41 35.71 4.76 4.97 2.37
184 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 21 36.16 4.81 5.00 2.36
185 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 28 39.29 4.84 5.08 2.34
186 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 60 46.21 4.89 5.13 2.36
187 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 90 53.13 4.92 5.17 2.35
188 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 120 40.18 4.95 5.12 2.37
189 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 7 8.93 4.13 3.47 2.40
190 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 14 13.84 4.24 3.66 2.37
191 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 21 12.95 4.32 4.03 2.40
192 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 28 13.84 4.38 4.06 2.42
193 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 60 20.54 4.44 4.13 2.38
194 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 90 22.77 4.50 4.46 2.35
195 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 120 21.43 4.51 4.46 2.33
196 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 14 24.55 5.01 5.14 2.45
197 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 21 31.70 5.11 5.25 2.49
198 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 28 34.38 5.10 5.28 2.46
199 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 60 40.63 5.14 5.32 2.47
200 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 90 39.29 5.19 5.30 2.46
201 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 7 21.88 4.64 4.81 2.43
202 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 14 30.36 4.80 5.04 2.45
203 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 21 32.59 4.89 5.11 2.45
204 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 28 41.52 4.91 5.15 2.44
205 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 2.36
212 75 (60-180) 0.34 0.45 Type 2 1:1.47:1.86 90 46.89 4.81 5.04 2.36
213 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 7 20.09 5.02 4.69 2.38
214 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 14 27.23 4.83 4.92 2.42
215 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 21 30.80 4.89 5.04 2.38
216 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 28 33.48 4.91 5.11 2.40
217 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 60 41.96 4.92 5.12 2.39
218 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 90 37.05 4.96 5.11 2.39
219 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 7 19.64 4.67 4.70 2.39
220 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 14 27.68 4.76 4.99 2.43
221 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 21 29.02 4.82 5.05 2.42
222 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 28 35.27 4.89 5.08 2.43
223 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 60 41.07 4.91 5.12 2.41
224 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 90 41.52 4.93 5.09 2.41
225 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 21 30.36 4.82 5.14 2.47
226 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 28 29.91 4.89 5.18 2.47
227 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 60 35.71 4.92 5.26 2.48
228 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 2.47
230 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(

Sample
no.
SLUMP
(mm)
SLUMP
range
(mm)
SO3 % in
fine
agregate
W/C
Coarse
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 2.37
236 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 7 11.61 4.42 4.07 2.43
237 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 14 15.18 4.50 4.44 2.37
238 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 21 16.07 4.57 4.58 2.37
239 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 28 16.07 4.59 4.58 2.33
240 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 60 19.20 4.65 4.71 2.36
241 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 90 17.41 4.67 4.74 2.36
242 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 120 26.79 4.75 4.79 2.36
243 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
248 25 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 90 16.57 4.39 4.45 2.34
249 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 7 13.39 4.27 3.97 2.40
250 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 14 16.96 4.38 4.50 2.36
251 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 21 16.96 4.46 4.62 2.42
252 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 28 18.08 4.49 4.66 2.43
253 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 60 25.89 4.52 4.75 2.41
254 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 2.37
260 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 7 12.95 4.13 3.93 2.61
261 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 28 18.75 4.41 4.61 2.45
262 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 60 23.21 4.44 4.71 2.44
263 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 90 26.79 4.50 4.74 2.38
264 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 2.36
273 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 7 39.29 4.95 5.16 2.42
274 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 14 40.18 4.99 5.26 2.46
275 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 21 44.64 5.02 5.31 2.46
276 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 28 41.07 5.06 5.35 2.47
277 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 60 57.59 5.06 5.39 2.46
278 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 90 49.55 5.10 5.42 2.46
279 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 120 62.05 5.10 5.39 2.45
280 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 2.43
287 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 7 11.16 4.26 3.36 2.42
288 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 16 15.63 4.58 4.03 2.42
289 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 21 17.86 4.54 4.51 2.39
290 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 28 14.73 4.60 4.68 2.41
291 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 60 18.75 4.65 4.80 2.43
292 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 90 24.78 4.69 4.79 2.39
293 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 120 19.64 4.70 4.81 2.40
294 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 7 17.86 4.47 4.53 2.34
295 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 14 20.09 4.57 4.63 2.35
296 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 21 21.43 4.59 4.65 2.35
297 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 28 18.08 4.64 4.73 2.37
298 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 60 30.80 4.70 4.80 2.37
299 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 90 37.05 4.73 4.85 2.33
300 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 120 24.55 4.75 4.84 2.35
301 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 7 12.50 4.19 3.94 2.40
302 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 14 16.52 4.62 4.06 2.36
303 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 21 17.86 4.36 4.45 2.35
304 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 28 15.63 4.41 4.58 2.37
305 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 60 22.32 4.45 4.64 2.37
306 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 90 26.34 4.51 4.65 2.35
307 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 120 23.21 4.51 4.67 2.33
308 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 7 14.73 4.17 3.95 2.34
)37(

Chapter Four
Sample
no.
SLUMP
(mm)
SLUMP
range
(mm)
SO3 % in
fine
agregate
W/C
Coarse
Aggregate
Mix
proportions
Age
(day)
Comp.
str.
(Mpa)
Ult.
V(km/s)
direct
Ult.
V(km/s)su
rface
Density
(gm /cm3)
309 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 14 19.20 4.25 4.38 2.35
310 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 21 20.09 4.32 4.51 2.37
311 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 28 20.09 4.38 4.54 2.37
312 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 60 22.10 4.43 4.64 2.37
313 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 90 28.13 4.44 4.64 2.47
314 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 120 26.34 4.47 4.64 2.33
315 45 (30-60) 0.34 0.6 Type 1 1:2.05:3.21 120 22.61 4.51 4.53 2.33
316 45 (30-60) 0.34 0.6 Type 1 1:2.05:3.21 9 9.08 4.19 3.82 2.40
317 45 (30-60) 0.34 0.6 Type 1 1:2.05:3.21 14 10.59 4.62 3.94 2.36
318 45 (30-60) 0.34 0.6 Type 1 1:2.05:3.21 21 17.24 4.36 4.32 2.35
319 45 (30-60) 0.34 0.6 Type 1 1:2.05:3.21 28 20.12 4.41 4.44 2.37
320 45 (30-60) 0.34 0.6 Type 1 1:2.05:3.21 60 21.61 4.45 4.49 2.37
321 45 (30-60) 0.34 0.6 Type 1 1:2.05:3.21 90 22.06 4.51 4.51 2.35
322 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 14 18.30 4.39 4.62 2.33
323 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 21 20.98 4.22 4.66 2.33
324 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 28 23.66 4.48 4.70 2.33
325 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 60 28.57 4.55 4.74 2.32
326 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 90 27.68 4.58 4.77 2.33
327 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 14 9.15 4.18 4.15 2.40
328 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 21 12.95 4.39 4.46 2.38
329 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 28 16.16 4.40 4.47 2.37
330 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 60 19.87 4.46 4.51 2.34
331 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 90 16.74 4.43 4.49 2.34
332 28 (10-30) 0.34 0.45 Type 3 1:1.51:2.79 7 26.08 4.46 4.61 2.41
333 28 (10-30) 0.34 0.45 Type 3 1:1.51:2.79 14 37.13 4.64 4.88 2.42
334 28 (10-30) 0.34 0.45 Type 3 1:1.51:2.79 21 38.01 4.70 4.93 2.41
335 28 (10-30) 0.34 0.45 Type 3 1:1.51:2.79 28 42.43 4.71 5.00 2.41
336 28 (10-30) 0.34 0.45 Type 3 1:1.51:2.79 60 44.20 4.78 5.08 2.42
337 28 (10-30) 0.34 0.45 Type 3 1:1.51:2.79 90 50.83 4.81 5.08 2.41
338 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 7 6.70 3.66 3.00 2.34
339 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 21 16.96 4.28 4.40 2.38
340 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 28 17.41 4.28 4.44 2.37
341 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 60 20.98 4.36 4.52 2.36
342 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 90 20.09 4.40 4.52 2.37
343 72 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 7 33.69 4.38 4.58 2.37
344 72 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 14 32.81 4.49 4.69 2.37
345 72 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 21 33.25 4.53 4.79 2.38
346 72 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 28 38.50 4.55 4.83 2.37
347 72 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 60 43.75 4.62 4.92 2.36
348 72 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 90 45.50 4.67 4.89 2.36
349 72 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 120 45.50 4.66 4.89 2.36
350 28 (10-30) 0.34 0.6 Type 3 1:2.25:4.6 120 27.79 4.75 4.68 2.35
351 28 (10-30) 0.34 0.6 Type 3 1:2.25:4.6 7 18.96 4.47 4.39 2.34
352 28 (10-30) 0.34 0.6 Type 3 1:2.25:4.6 14 21.49 4.57 4.49 2.35
353 28 (10-30) 0.34 0.6 Type 3 1:2.25:4.6 21 22.07 4.59 4.51 2.35
354 28 (10-30) 0.34 0.6 Type 3 1:2.25:4.6 28 24.42 4.64 4.59 2.37
355 28 (10-30) 0.34 0.6 Type 3 1:2.25:4.6 60 26.59 4.70 4.65 2.37
356 28 (10-30) 0.34 0.6 Type 3 1:2.25:4.6 90 28.30 4.73 4.70 2.33
357 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 7 6.70 4.10 3.18 2.39
358 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 14 13.39 4.45 4.40 2.39
359 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 28 16.74 4.52 4.54 2.37
360 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 60 21.88 4.58 4.58 2.37
361 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 90 20.98 4.60 4.61 2.37
362 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 10 13.84 4.45 4.00 2.42
363 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 21 17.19 4.58 4.57 2.41
364 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 28 22.77 4.65 4.56 2.41
365 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 60 24.33 4.66 4.63 2.40
366 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 90 20.54 4.67 4.58 2.40
367 90 (60-180) 0.34 0.8 Type 1 1:3.35:4.27 7 6.76 4.15 3.21 2.39
368 90 (60-180) 0.34 0.8 Type 1 1:3.35:4.27 90 21.19 4.64 4.65 2.37
369 90 (60-180) 0.34 0.8 Type 1 1:3.35:4.27 14 13.53 4.50 4.44 2.39
370 90 (60-180) 0.34 0.8 Type 1 1:3.35:4.27 28 16.91 4.57 4.58 2.37
371 90 (60-180) 0.34 0.8 Type 1 1:3.35:4.27 60 22.09 4.63 4.63 2.37
372 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 14 8.93 4.13 4.19 2.33
373 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 21 10.71 4.35 4.45 2.38
374 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 28 12.50 4.35 4.50 2.36
375 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 60 16.29 4.47 4.53 2.37
376 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 90 15.63 4.51 4.52 2.34
377 58 (30-60) 0.34 0.45 Type 2 1:1.4:2.24 120 44.64 4.81 4.89 2.35
378 58 (30-60) 0.34 0.45 Type 2 1:1.4:2.24 7 29.61 4.48 4.50 2.34
379 58 (30-60) 0.34 0.45 Type 2 1:1.4:2.24 14 30.27 4.62 4.68 2.34
380 58 (30-60) 0.34 0.45 Type 2 1:1.4:2.24 21 34.47 4.65 4.77 2.33
381 58 (30-60) 0.34 0.45 Type 2 1:1.4:2.24 28 36.24 4.67 4.83 2.35
382 58 (30-60) 0.34 0.45 Type 2 1:1.4:2.24 60 46.41 4.75 4.92 2.33
383 58 (30-60) 0.34 0.45 Type 2 1:1.4:2.24 90 45.08 4.79 4.92 2.35
)38(

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
agregate
W/C
Coarse
Aggregate
Mix
proportions
Age
(day)
Comp.
str.
(Mpa)
Ult.
V(km/s)
direct
Ult.
V(km/s)
surface
Density
(gm /cm3)
1 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 2 37.95 4.20 4.22 2.31
2 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 21 38.39 4.32 4.45 2.33
3 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 28 41.96 4.35 4.45 2.33
4 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 60 38.39 4.40 4.52 2.31
5 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 2 43.08 4.50 4.70 2.54
6 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 28 47.77 4.57 4.84 2.51
7 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 60 52.68 4.62 4.88 2.49
8 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 90 43.75 4.62 4.82 2.48
9 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 2 31.70 4.09 3.77 2.37
10 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 14 33.93 4.37 4.51 2.41
11 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 21 36.16 4.43 4.62 2.44
12 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 28 39.29 4.45 4.64 2.43
13 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 60 41.96 4.54 4.68 2.41
14 27 (10-30) 0.34 0.4 Type 5 1:1.26:2.45 90 39.73 4.55 4.70 2.41
15 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 2 35.27 4.46 4.63 2.41
16 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 28 43.30 4.56 4.78 2.40
17 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 60 50.89 4.60 4.79 2.39
18 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 90 48.21 4.60 4.78 2.34
19 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 2 22.32 3.90 3.67 2.32
20 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 28 32.59 4.41 4.59 2.39
21 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 60 31.47 4.46 4.68 2.34
22 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 2 23.21 4.02 3.75 2.36
23 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 28 32.59 4.45 4.66 2.43
24 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 60 33.48 4.56 4.75 2.38
25 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 4 22.54 4.20 3.95 2.34
26 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 28 33.04 4.53 4.70 2.37
27 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 60 37.95 4.57 4.74 2.31
28 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 2 25.22 4.02 4.00 2.37
29 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 28 38.39 4.57 4.78 2.41
30 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 60 32.59 4.66 4.89 2.39
31 105 (60-180) 0.34 0.5 Type 3 1:1.71:1.93 2 13.39 3.83 3.16 2.38
32 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 28 20.09 4.25 3.57 2.28
33 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 2 17.86 4.14 3.21 2.53
34 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 7 12.50 3.97 3.36 2.60
35 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 2 16.07 3.85 3.22 2.34
36 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 7 17.86 4.03 3.86 2.39
37 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 2 16.12 3.94 3.15 2.31
38 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 7 17.41 4.07 3.23 2.35
39 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 2 20.09 3.82 3.25 2.36
40 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 28 25.45 4.45 4.66 2.41
41 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 2 18.75 3.76 3.12 2.38
42 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 28 26.79 4.32 4.60 2.41
43 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 2 16.96 3.90 3.61 2.33
44 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 28 18.30 4.25 4.37 2.39
45 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 2 19.64 3.75 3.81 2.26
46 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 28 22.32 4.08 4.26 2.33
47 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 2 14.29 3.59 3.43 2.33
48 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 28 14.29 3.89 3.73 2.33
49 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 2 15.63 3.80 2.94 2.33
50 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 28 19.87 4.35 4.33 2.34
51 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 5 8.48 3.71 2.71 2.32
52 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 28 10.71 4.16 3.41 2.40
53 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 2 22.54 4.42 4.31 2.43
54 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 28 28.13 4.66 4.72 2.48
55 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 60 28.57 4.71 4.70 2.44
)39(

Chapter Four
Table (4-1) B- Continued
Sample
no.
SLUMP
(mm)
SLUMP
range
(mm)
SO3 %
in fine
agregate
W/C
Coarse
Aggregate
Mix
proportions
Age
(day)
Comp.
str.
(Mpa)
Ult.
V(km/s)
direct
Ult.
V(km/s)
surface
Density
(gm /cm3)
56 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 2 20.09 4.23 3.18 2.47
57 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 28 25.89 4.65 4.67 2.49
58 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 60 25.89 4.67 4.69 2.46
59 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 2 17.86 3.86 2.96 2.40
60 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 28 23.66 4.39 4.51 2.44
61 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 60 21.43 4.44 4.55 2.38
62 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 2 19.64 3.97 3.30 2.33
63 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 28 22.77 4.43 4.48 2.38
64 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 60 25.89 4.49 4.55 2.33
65 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 2 16.07 4.02 3.13 2.51
66 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 28 17.86 4.44 4.18 2.52
67 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 7 10.27 3.72 3.05 2.40
68 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 28 13.39 3.98 4.07 2.40
69 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 2 12.05 3.77 2.99 2.35
70 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 7 12.50 3.82 3.08 2.43
71 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 28 12.50 4.06 4.19 2.43
72 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 60 11.16 4.15 4.24 2.39
73 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 2 9.82 3.68 2.88 2.37
74 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 7 11.61 3.83 3.01 2.45
75 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 28 9.82 4.06 3.78 2.45
76 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 2 24.78 4.17 4.14 2.40
77 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 28 26.79 4.63 4.87 2.45
78 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 2 6.25 3.21 2.29 2.36
79 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 2 6.70 3.42 2.44 2.36
80 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 7 5.36 3.59 2.68 2.36
81 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 3 9.82 3.69 2.87 2.50
82 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 7 11.16 3.91 3.11 2.39
83 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 2 8.04 3.45 2.74 2.26
84 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 7 5.80 3.67 2.83 2.56
85 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 2 8.04 3.44 2.78 2.30
86 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 7 9.15 3.60 2.94 2.33
87 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 2 12.05 3.67 3.28 2.33
88 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 21 17.41 4.09 4.57 2.33
89 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 28 22.32 4.20 4.17 2.32
90 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 60 18.08 4.25 4.16 2.32
91 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 2 10.27 3.43 2.73 2.31
92 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 21 11.16 3.63 3.03 2.33
93 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 28 11.83 3.69 3.03 2.33
94 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 60 13.39 3.80 3.28 2.30
95 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 2 6.70 3.03 2.55 2.25
96 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 21 8.04 3.51 2.88 2.28
97 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 28 8.48 3.84 3.10 2.31
98 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 60 9.82 3.74 3.17 2.24
99 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 2 9.38 3.14 2.06 2.43
100 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 21 9.38 3.35 2.49 2.33
101 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 28 10.71 3.39 2.51 2.36
102 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 60 10.04 3.51 2.54 2.36
103 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 2 13.39 3.93 3.04 2.39
104 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 21 11.16 4.04 3.15 2.39
105 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 28 15.40 4.11 3.40 2.37
106 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 60 12.95 4.16 3.45 2.36
107 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 2 3.57 1.32 0.49 2.31
108 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 21 5.13 3.19 2.37 2.35
109 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 28 5.80 3.44 2.67 2.31
110 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 60 5.36 3.34 2.48 2.31
)40(

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
agregate
W/C
Coarse
Aggregate
Mix
proportions
Age
(day)
Comp.
str.
(Mpa)
Ult.
V(km/s)
direct
Ult.
V(km/s)
surface
Density
(gm
/cm3)
1 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 2 39.73 4.17 4.28 2.36
2 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 21 44.20 4.30 4.43 2.37
3 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 28 43.30 4.31 4.45 2.38
4 68 (60-180) 0.34 0.4 Type 2 1:1.13:1.7 60 41.52 4.37 4.51 2.34
5 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 2 43.75 4.47 4.59 2.43
6 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 28 47.77 4.63 4.78 2.42
7 10 (0-10) 0.34 0.4 Type 5 1:1.36:3.03 60 43.30 4.60 4.78 2.40
8 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 2 36.16 4.06 4.58 2.45
9 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 28 39.73 4.51 4.75 2.44
10 59 (30-60) 0.34 0.4 Type 2 1:1.17:1.93 60 34.82 4.53 4.74 2.40
11 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 2 24.33 3.99 3.98 2.26
12 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 28 29.46 4.36 4.51 2.34
13 78 (60-180) 0.34 0.45 Type 1 1:1.47:1.86 60 33.48 4.42 4.63 2.30
14 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 2 24.55 4.03 4.00 2.07
15 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 28 28.13 4.44 4.60 2.33
16 55 (30-60) 0.34 0.45 Type 3 1:1.4:2.29 60 31.92 4.53 4.68 2.30
17 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 4 20.54 4.20 4.08 2.34
18 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 28 31.25 4.51 4.63 2.38
19 29 (10-30) 0.34 0.45 Type 2 1:1.51:2.79 60 35.27 4.54 4.71 2.34
20 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 2 27.23 4.03 3.34 2.33
21 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 28 30.80 4.54 4.76 2.36
22 8 (0-10) 0.34 0.45 Type 2 1:1.6:3.4 60 32.14 4.58 4.82 2.35
23 65 (60-180) 0.34 0.48 Type 1 1:1.32:2.18 3 12.50 4.23 3.47 2.37
24 9 (0-10) 2.05 0.5 Type 2 1:1.69:4.82 2 16.52 4.34 4.02 2.45
25 15 (10-30) 2.05 0.5 Type 2 1:1.52:3.92 7 16.07 3.83 3.11 2.45
26 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 2 14.29 3.92 3.03 2.33
27 45 (30-60) 2.05 0.5 Type 2 1:1.39:3.26 7 15.63 3.92 3.43 2.53
28 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 2 17.19 4.00 3.23 2.32
29 85 (60-180) 2.05 0.5 Type 2 1:1.42:2.75 7 16.07 4.12 3.83 2.37
30 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 2 18.30 4.28 3.82 2.41
31 20 (10-30) 0.34 0.5 Type 2 1:2.37:3.87 28 25.89 4.44 4.62 2.45
32 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 2 20.98 3.83 3.39 2.33
33 58 (30-60) 0.34 0.5 Type 2 1:1.9:2.74 28 26.79 4.32 4.55 2.37
34 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 2 17.86 3.92 3.69 2.29
35 72 (60-180) 0.34 0.5 Type 2 1:1.91:2.25 28 23.66 4.23 4.38 2.35
36 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 2 20.98 3.72 3.81 2.27
37 92 (60-180) 0.34 0.5 Type 4 1:1.71:1.93 28 23.21 4.07 4.27 2.33
38 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 2 13.84 3.54 3.35 2.33
39 98 (60-180) 2.05 0.5 Type 4 1:1.24:2.412 28 15.63 3.84 3.92 2.34
40 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 2 16.96 3.85 2.99 2.31
41 70 (60-180) 0.34 0.5 Type 5 1:1.91:2.25 28 19.87 4.24 4.33 2.34
42 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 5 9.82 3.82 2.93 2.32
43 90 (60-180) 2.05 0.5 Type 5 1:1.41:2.75 28 11.61 4.09 3.36 2.40
44 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 2 23.21 4.35 4.26 2.45
45 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 28 26.79 4.62 4.69 2.49
46 10 (0-10) 0.34 0.5 Type 1 1:1.82:4.21 60 27.46 4.64 4.72 2.45
47 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 2 21.43 4.25 3.77 2.41
48 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 28 24.55 4.54 4.51 2.45
49 27 (10-30) 0.34 0.5 Type 1 1:1.76:3.74 60 26.79 4.64 4.61 2.41
50 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 2 18.30 4.18 3.16 2.36
51 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 28 22.54 4.44 4.53 2.41
52 55 (30-60) 0.34 0.5 Type 1 1:1.71:3.18 60 25.00 4.57 4.57 2.36
53 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 2 18.30 3.90 3.06 2.37
54 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 28 23.21 4.37 4.51 2.44
55 85 (60-180) 0.34 0.5 Type 1 1:1.75:2.63 60 26.79 4.40 4.53 2.37
)41(

Chapter Four
Table (4-1) C- Continued
Sample
no.
SLUMP
(mm)
SLUMP
range
(mm)
SO3 %
in fine
agregate
W/C
Coarse
Aggregate
Mix
proportions
Age
(day)
Comp.
str.
(Mpa)
Ult.
V(km/s)
direct
Ult.
V(km/s)
surface
Density
(gm
/cm3)
56 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 2 23.66 4.09 3.69 2.35
57 5 (0-10) 2.05 0.56 Type 2 1:2.1:5.99 28 17.86 4.41 4.44 2.43
58 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 7 11.16 3.85 3.17 2.38
59 20 (10-30) 2.05 0.56 Type 2 1:2.:4.9 28 12.95 4.09 3.79 2.36
60 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 2 12.50 3.85 3.19 2.31
61 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 7 14.29 3.93 3.28 2.37
62 35 (30-60) 2.05 0.56 Type 2 1:1.92:4.09 28 11.61 4.13 4.06 2.36
63 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 2 9.82 3.57 2.80 2.38
64 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 7 11.61 3.77 2.96 2.46
65 70 (60-180) 2.05 0.56 Type 2 1:1.96:3.5 28 11.61 4.00 3.76 2.38
66 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 2 32.59 4.28 4.14 2.40
67 10 (0-10) 0.34 0.5 Type 2 1:2.27:4.22 28 32.59 4.75 4.90 2.42
68 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 2 7.14 3.20 2.52 2.36
69 5 (0-10) 2.05 0.6 Type 2 1:2.49:6.72 7 4.46 3.35 2.64 2.40
70 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 3 11.16 3.79 2.95 2.43
71 15 (10-30) 4.45 0.6 Type 2 1:2.02:4.71 7 11.61 4.02 3.19 2.43
72 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 2 7.14 3.50 2.68 2.38
73 40 (30-60) 4.45 0.6 Type 2 1:1.91:3.88 7 6.25 3.59 2.81 2.39
74 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 2 10.27 3.54 2.87 2.29
75 70 (60-180) 4.45 0.6 Type 2 1:1.87:3.33 7 9.82 3.79 3.18 2.37
76 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 2 11.38 3.69 2.90 2.33
77 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 28 16.52 4.10 4.04 2.33
78 50 (30-60) 0.34 0.65 Type 2 1:2.31:3.47 60 17.86 4.19 4.19 2.32
79 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 2 8.93 3.34 2.60 2.33
80 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 21 12.95 3.57 2.84 2.33
81 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 28 13.62 3.67 2.89 2.32
82 20 (10-30) 0.34 0.8 Type 2 1:3.37:5.06 60 13.84 3.69 2.91 2.33
83 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 2 6.25 3.14 2.37 2.27
84 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 28 9.60 3.61 3.01 2.30
85 100 (60-180) 0.34 0.8 Type 1 1:3.33:3.33 60 10.27 3.71 3.07 2.24
86 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 2 16.96 3.05 2.26 2.24
87 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 28 11.61 3.32 2.52 2.33
88 95 (60-180) 0.34 0.8 Type 4 1:3.35:4.27 60 10.71 3.37 2.60 2.32
89 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 2 13.39 3.81 2.72 2.35
90 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 21 10.71 4.01 2.99 2.36
91 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 28 14.51 4.07 3.05 2.33
92 55 (30-60) 0.34 0.8 Type 4 1:3.2:5.23 60 11.16 4.15 3.10 2.35
93 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 2 5.58 2.79 1.80 2.31
94 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 21 7.14 3.72 3.03 2.37
95 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 28 8.48 3.90 3.43 2.33
96 10 (0-10) 0.34 0.9 Type 2 1:5.29:6.68 60 9.60 3.79 3.31 2.33
)42(

Concrete Strength Prediction Using Ultrasonic Testing

Concrete Strength Prediction Using Ultrasonic Testing

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