Predicting a mathematical models of some mechanical properties of concrete from non destructive...

Civil and Environmental Research www.iiste.org

ISSN 2224-5790 (Paper) ISSN 2225-0514 (Online)

Vol.3, No.10, 2013

78

Predicting a Mathematical Models of Some Mechanical

Properties of Concrete from Non-Destructive Testing

Abbas S. Al-Ameeri 1*

Karrar.AL- Hussain 2 Madi Essa

1

1.Civil, Engineering/ University of Babylon, Babylon City, Iraq

2.Civil, Engineering/University of Babylon, Al-Najaf City , Iraq

* E-mail of the corresponding author: [email protected]

Abstract Nondestructive tests NDT are considered as a one of the methods of evaluation and quality control of concrete.

The fundamental aim of the present study is constructing a mathematical models to predict some mechanical

properties of concrete from Nondestructive testing, in addition the study of (NSC and HSC) properties (density,

compressive strength ,modulus of elasticity and modulus of rupture ) of concrete grade (20-100) MPa) by using

NDT methods namely; Schmidt Hammer test (RN )and Ultrasonic Pulse Velocity test ( UPV) with destructive

test methods at different four ages (7, 28, 56 and 90) days. This study used ready mixes (1:2:4 and 1:1.5:3) and

design mixes (C40, C50, C60, C70, C80, C90 and C100), in order to find the relationship between these properties. of

concrete with (RN and UPV), and compressive strength of concrete-combined NDT(RN and UPV) relationship,

for all mixes (as freelance and as group). The results of compressive strength for both types of concrete NSC and

HSC exhibit an increase with the increase of bulk density and time of curing. Also, the results show a good

correlation between compressive strength and (RN) and the relationship between the two is not affected by

maximum aggregate size (MAS). Also, a good correlation between compressive strength and Ultrasonic Pulse

Velocity (UPV) and The value of UPV in HSC increased 8% from 28 days to 90 days. Also, the results indicated

that the percentages of increase in relationship between static modulus of elasticity and compressive strength for

28 days to 90 days are 15% at low strength, 5.6% at high strength and the relationship between static modulus of

elasticity and rebound number for 28 days to 90 days is3.3%.The results indicate that the percentage of increase

in direct method to surfacing method of UPV for (7, 28, 56 and 90) days is (7%, 5%, 4% and 3.5%) respectively,

due to the higher the continuity of hydration of cement. Also, the pulse velocity of concrete is decreased by

increasing the cement paste, especially for concrete with high w/c.

Keywords— Nondestructive tests, Schmidt hammer test(RN), Ultrasonic pulse velocity test ( UPV) , Density ,

Compressive strength, modulus of elasticity , modulus of rupture.

1. Introduction The concrete is a composite material that consists essentially of a binding medium within which are embedded

particles or fragments of aggregate. In hydraulic cement concrete the binder is formed from a mixture of

hydraulic cement and water[1],Concrete composites of (Cement ,Aggregates , Water and Admixtures ).

ormal strength concrete NSC is defined by American Concrete Institute (ACI committee 211.1 -02) [2] as

“concrete that has a specified average compressive strength of 40 MPa or less at 28 days” but should be not less

than 17 Mpa (ACI committee 318M-05) [3] and the high strength concrete HSC is defined by American

Concrete Institute (ACI committee 363R-97) [4] as “concrete that has a specified average compressive strength

of 41MPa or more at 28 days. The Mix proportions for HSC are influenced by many factors, including specified

performance properties, locally available materials, local experience, personal preferences and cost [5].

HSC mix proportioning is a more critical process than the design of normal strength concrete mixtures (ACI

Committee 363R-97) [4]. When developing mixture proportions for HSC, three fundamental factors must be

considered in order to produce a mix design satisfying its intended property requirements (mechanical properties

of the aggregates; mechanical properties of the paste and Bond strength at the paste-aggregate interfacial

transition zone) [6], [7] .

For many years in concrete practice, the most widely used test for concrete has been the compression test of

the standard specimens (cube or cylinder) . It is often necessary to test concrete structures after the concrete has

hardened to determine whether the structure is suitable for its designed use. Ideally such testing should be done

without damaging the concrete [8] . The tests available for testing concrete range from the completely non-

destructive, where there is no damage to the concrete, through those where the concrete surface is slightly

damaged, to partially destructive tests, such as core tests and pullout and pull off tests, where the surface has to

be repaired after the testing. The range of properties that can be assessed using Non-destructive tests and

partially destructive tests. Nondestructive test define as the test which either do not alter the concrete or result in

superficial local damage [9], [8] .

Non-destructive testing can be applied to both old and new structures. For new structures, the principal

applications are likely to be for quality control or the resolution of doubts about the quality of materials or



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construction. The testing of existing structures is usually related to an assessment of structural integrity or

adequacy [10] .

In addition, in-situ NDT was introduced to supply the engineer with information on one or more of the

following properties of the structural material: in-situ strength properties, durability, density, moisture content,

elastic properties, extent of visible cracks, thickness of structural members having one face exposed, position of

the steel reinforcement and concrete cover over the reinforcement. Most emphasis has been placed on the

determination of in-situ strength and durability [11] .

Non-destructive tests and partially destructive tests is quite large and includes such fundamental parameters as

density, elastic modulus and strength as well as surface hardness and surface absorption, and reinforcement

location, size and distance from the surface. In some cases it is also possible to check the quality of workmanship

and structural integrity by the ability to detect voids, cracking and delaminating [10]one of types of Non -

destructive test methods is Schmidt hammer test, In 1940S ERNst Schmidt, a Swiss engineer, developed a

device for testing concrete based upon the rebound principle, This device consists of the following main

components outer body, plunger, hammer, and spring. To perform the test, the plunger retracts against a spring

when pressed against the concrete surface and this spring is automatically released when fully tensioned, causing

the hummer mass to impact against the concrete through the plunger. The rebounding hammer moves the slide

indicator, which records the rebound distance. The rebound distance is measured on a scale numbered from (10

to 100) and is recorded as the rebound number indicated on the scale [12], [13] .

There are Factors influencing of the rebound test results, mix characteristics (cement type, cement content

and coarse aggregate type) and member characteristic (mass, compaction, surface type, age, surface carbonation,

moisture condition and stress state and temperature). The strength-rebound number relationship is depended on

many factors that are influence on test results which may empirically affect the relationship between

compressive strength and rebound number. Practically, it is agreed that there is no unique relationship between

concrete strength and rebound number. Many investigations have been done to obtain a relationship between

rebound number and compressive strength, locally (Raouf and Samurai-99) [14] obtained an experimental

relationship to estimate concrete compressive strength using rebound number

f cu=0.74 RN 1.12

……… (1-1)

Where: fcu: Concrete compressive strength in MPa. (cube) , RN: rebound number.

(Hussam -08) [11] obtained a mathematical relationship between concrete compressive strength (fcu:) and

rebound number (RN), as follows:

f cu=- 65.33+2.38 RN ……… (1-2) Where: fcu: Concrete compressive strength in Mpa. (cube), RN: Rebound number.

Another method of Nondestructive test is ultrasonic pulse velocity test( UPV).The UPV method is a stress

wave propagation method that involves measuring the travel time, over a known path length, of ultrasonic pulse

waves. The pulses are introduced into the concrete by a piezoelectric transducer and a similar transducer acts as

receiver to monitor the surface vibration caused by the arrival of the pulse. A timing circuit(t) is used to measure

the time it takes for the pulse to travel from the transmitting to the receiving transducers during the materials

path (L). The pulse velocity (V) is given by dividing path length (L) over transit time (t)

V=L / T ……… (1-3) The presence of low density or cracked concrete increases the travel time which results in a lower pulse velocity.

The factors affecting on strength-pulse velocity relationship water/cement ratio (w/c), aggregate size, grading,

type, and content ,the concrete age, moisture condition, compaction ,curing temperature, path length, level of

stress [13] .

In estimation, the strength of in-situ the concrete strength from pulse velocity measurements, an empirical

relationship must be established on test specimens in the laboratory. In practice, it is generally agreed that there

is no unique relationship between concrete strength and UPV. There exist factors which may affect one

parameter only leading to existence of different relationships.

Locally (Raouf and Samurai-99)[14] obtained an experimental relationship to estimate concrete compressive

strength using rebound number.

fcu= 2.8 e 0.58V

……… (1-4) Where: fcu: Concrete compressive strength in Mpa. (cube) , V: UPV in (km/sec)

(Hussam-08)[11] obtained a mathematical relationship between concrete compressive strength (fcu) in Mpa and

ultrasonic pulse velocity UPV, as follows:

fcu= 0.086 e 1.58V

……… (1-5)

Where: fcu in (Mpa) and V: UPV in (km/sec).

In many time used combined nondestructive test methods to estimate concrete strength. By combining

results from more than one NDT test, a multivariable correlation can be established to estimate strength.

Combined methods are reported to increase the reliability of the estimated strength. The underlying concept is



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that if the two methods are influenced in different ways by the same factor, their combined use results in a

canceling effect that improves the accuracy of the estimated strength. For example, an increase in moisture

content increases pulse velocity but decreases the rebound number. Locally (Raouf and Samurai -99)[14]

obtained an experimental relationship to estimate concrete compressive strength using combined rebound

number and ultrasonic pulse velocity at different ages (28, 60 and 90) days and by using statistical analysis

methods, the following relation was obtained:

fcu =0.93RN 0.63

e 0.31V

………..(1-6)

Where: fcu : in MPa , RN: Rebound number, V : UPV in (km/sec).

(Hussam -08)[11] obtained an experimental relationship to estimate compressive strength of concrete using

combined rebound number and ultrasonic pulse velocity. By method of multiple linear regression analysis using

(statistica-6.0) computer program, the following relation was obtained:

fcu =0.0031RN 1.65

V 2.075

………..(1-7)

Where: fcu in (MPa), RN: Rebound number , V: UPV in (km/sec).

2. Experimental Works

This paragraph includes detailed information about description of material and mixes, mixing procedure,

casting and curing and testing are carried out on sample to achieve the aim of this study.

2.1. Materials

NSC and HSC are obtained by selecting suitable materials, good quality control and proportioning. The

material must be conforming to (ACIcommittee211.1-2002)[2]and (ACI committee 363R, 1997)[4] requirements.

2.1.1.Cement

Ordinary Portland cement (OPC) (Type I) was used in this study. The cement was produced by United

Cement Company “UCC”, commercially known as “Tasluja” produced in Al-Sulaymaniyah City. The physical

properties and chemical analysis of this cement were conformed with the (I.Q.S. No.5 -84)

requirements [15] .

2.1.2 .Fine Aggregate (F.A)

Natural siliceous sand brought from (Al-Ukhaider) region was used in this study. the results showed that the

grading and sulfate content conformed to the (I.Q.S. No.45 -84 Zone2) [16].

2.1.3. Coarse Aggregate (C.A)

Coarse aggregate used in this study was cleaned, cubical, and 100% crushed gravel from (Al-Niba’ee)

region with two maximum size are used (14 , 20) mm. The grading of the aggregate with size (14mm) , (20mm)

and another properties were conformed to the (I.Q.S. No.45-84) [16] .

2.1.4. Silica fume (SF)

Silica fume used in this study was Turkey production , The physical properties and chemical composition of

SF were conformed to the chemical and physical requirements of (ASTM C1240 - 03) [17] .

2.1.5. Superplasticizer (SP)

To produce HSC with silica fume a high range water reducer was used. It was based on polycarboxylic ether

and had the trade mark “Glenium 51”. It was complied with (IQS No.1431-89)[18] and (ASTM C494-05)[19]

type F,

2.1.6. Water

Tap water was used for both mixing and curing of concrete in this work.

2.2. Concrete mixes

In order to achieve the scopes of this study, the work is divided into fifteen sets of concrete mixes, divided

into two sets (ready mixes and design mixes). Mix design for normal strength concrete was made using MAS

(20) mm using (ACI committee 211.1-02)[2] method , the details of the two mix groups are shown in Table 1.



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Table 1 Proportion of first set of mixtures

Mix

symbol The mix proportion by Vol. The mix proportion by weight w/c Slump (mm)

A1 1:2:4 (1:2.5:4.63) 0.60 5

A2 1:2:4 (1:2.5:4.63) 0.576 10

A3 1:2:4 (1:2.5:4.63) 0.55 15

A4 1:2:4 (1:2.5:4.63) 0.525 20

B1 1:1.5:3 (1:1.91:3.5) 0.45 5

B2 1:1.5:3 (1:1.91:3.5) 0.427 10

B3 1:1.5:3 (1:1.91:3.5) 0.40 15

B4 1:1.5:3 (1:1.91:3.5) 0.375 20

C40 1:0.97:1.8 (1:1.17:2.2) 0.42 75-100

C50 1:0.88:1.68 (1:1.1:2.02) 0.38 75-100

Mix design for high strength concrete was depended on replacement SF (15) % by weight of cement were

used, and using (ACI committee 211.4R)[20] and (ACI committee 211.1R)[21] to choose air content reduced by

one percent by (Holland -05)method [22] .

The initial dosages of superplasticizer depending on slump test result [23] . The MAS of coarse aggregate was

used (14mm), the Table 2 shows the proportion of mixes of high strength concrete .

Table 2 Proportion of second set of mixtures

Mix

Symb

ol

The mix proportion by

weight

Cement

kg/m3

SF

kg/m3

HRWR % wt of

Cementitious w/(c+p) Slump (mm)

C60 1:1.07:2.03 527 --- 0.08 0.36 75-100

C70 1:1.04:1.97 543 --- 0.29 0.33 75-100

C80 1:0.96:1.82 585 --- 0.55 0.3 75-100

C90 1:1.24:2.13 468 70 1.9 0.24 75-100

C100 1:1.28:2.20 442 78 2.4 0.22 75-100

2.3. Casting and curing of test specimens

The molds used were cleaned, assembled and oiled. The concrete was cast in molds in three layers; each layer

compacted by using vibrating Table for adequate time to remove any entrapped air. In the second day the

specimens were demolded and put in water for curing at temperature (24+ 3) ◦C until the day of testing .

2.4 Testing fresh and harden concrete

2.4.1. Slump test

This test is used to determine the workability of concrete mixture according to (I.Q.S. No.354 -90) [24] by

using standard slump cone.

2.4.2. Schmidt hammer test

This test has been done according to (I.Q.S. No.325 -93)[25] on cubic specimens of (150 , 100) mm for NSC

and HSC respectively, edges which have been fixed by applying 7 MPa in a compression machine to avoid any

movement during this test

2.4.3.Ultrasonic pulse velocity test

This test has been done according to (I.Q.S. No.300 -91)[26] on cubic specimens of (150,100) mm for NSC

and HSC respectively, using transducers with frequency 54 kHz,

2.4.4.Compressive Strength

Standard cubes (150) mm for NSC and (100) mm for HSC are used according to (I.Q.S. No.284 -91)[27]. The

machine which used in the tests was one of the electronic type of 2000 kN capacity with (15 N/mm2/minute)

applied load rate.

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Vol.3, No.10, 2013

3. Results and discussion

Both tests of Schmidt hammer rebound number and Ultrasonic pulse velocity are carried out simultaneously

on the same cubes of (150 and 100) mm for NSC

90) days.

3.1. The relationship between density and (RN and UP

The density considered the measurement to describe the properties of concrete, increasing the density of

concrete produce increasing in the surface hardness of concrete, as the result caused increasing in value of

rebound number, and decrease the time of transference ultrasonic wave through the concrete, and consequently

increase in velocity of ultrasonic wave produce high strength of concrete, because decreasing the pores due to

using crushed aggregate, high content of cement and SF. The relat

and Ultrasonic Pulse Velocity) is presented in Figure1,2 respectively for all mixes

(20-100) MPa.

Figure 1 Relationship between Density and RN at (28

Figure 2 Relations

3.2. The Relationship between Compressive Strength and RN

The results show that the relationship between compressive strength and rebound number is different from mix

to other because the difference in pro

behavior of the mix (A1, A2, A3 and A4) and (B1, B2, B3 and B4) because it is ready mix and normal strength

and just difference is the changing in (w/c) ratio, and show simila

2250

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mmer rebound number and Ultrasonic pulse velocity are carried out simultaneously

on the same cubes of (150 and 100) mm for NSC and HSC respectively. All tests are carried out at (7, 28, 56 and

3.1. The relationship between density and (RN and UPV)



he time of transference ultrasonic wave through the concrete, and consequently


using crushed aggregate, high content of cement and SF. The relationship between density and (rebound number

and Ultrasonic Pulse Velocity) is presented in Figure1,2 respectively for all mixes as group the strength from

Figure 1 Relationship between Density and RN at (28-90) days

Figure 2 Relationship between Density and (UPV) at (28-90) days

The Relationship between Compressive Strength and RN


to other because the difference in properties of the mixes and (w/c) ratio. Also, the results show large similarity


and just difference is the changing in (w/c) ratio, and show similarity behavior of the mix (C40, C50 and C60),

D = 162.41ln(RN) +

R² = 0.9861

D = 172.72ln(RN) +

R² = 0.9939

35 45 55 65

Rebound number

D = 134.98V +

R² = 0.9287

D = 159.45V +

R² = 0.8751

65 4.05 4.45 4.85

Ultrasonic pulse velocity-km/sec

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mmer rebound number and Ultrasonic pulse velocity are carried out simultaneously

HSC respectively. All tests are carried out at (7, 28, 56 and



he time of transference ultrasonic wave through the concrete, and consequently


ionship between density and (rebound number

as group the strength from


perties of the mixes and (w/c) ratio. Also, the results show large similarity


rity behavior of the mix (C40, C50 and C60),

) + 1796.5

9861

) + 1747

65 75

V + 1814.8

9287

V + 1680.1

8751

5.25



Vol.3, No.10, 2013

and show similarity behavior of the mix(C70, C80, C90 and C100), as shown in Figure3.

Figure. 3 Relationship between Compressive strength

The Figure 3 shows that the value of RN is affect by mix proportion of concrete, and increasing it because the

increasing coarse aggregate and concrete homogeneity, and this properties caused increasing hardness of

concrete. The Figure 4 shows the relationship between compressive strength of concrete and RN for the all

mixes at all ages.

After using statistical analyses by (SPSS.19) program, it could be found that the linear expressions are giving

higher coefficient of correlation than other expressions, the expression obtained from Figure 4 for (NSC and

HSC) at (28 and 90) days as follows , it was similar patteRN to those obtained by (Ayden & ect

Figure 4 The relationship between Compressive strength

fcu=1.5676 RN –18.537 ……...

fcu=1.5896 RN –10.66 ……... (3

Where: fcu: Concrete compressive

correlation.

3.3. Relationship between Compressive Strength and UPV

The pulse velocity is not related directly to compressive strength but it is agreed that as the concrete

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and show similarity behavior of the mix(C70, C80, C90 and C100), as shown in Figure3.

Figure. 3 Relationship between Compressive strength-RN at all ages for the mixes(1:2:4, 1:1.5:3, (C

C60) and (C70, C80, C90, C100) at all ages.



crete. The Figure 4 shows the relationship between compressive strength of concrete and RN for the all


correlation than other expressions, the expression obtained from Figure 4 for (NSC and

HSC) at (28 and 90) days as follows , it was similar patteRN to those obtained by (Ayden & ect

The relationship between Compressive strength-RN at (7, 28, 56, 90) day for all mixes

……... (3 -1) at [28days ,R2=0.964]

……... (3-2) at[90days ,R2=0.973]

: Concrete compressive strength (cubic) in MPa, RN: Rebound number. ,

3.3. Relationship between Compressive Strength and UPV


fcu =

fcu =

fcu =

fcu = 2

25 35 45 55

Rebound number

.5:4.63

1:1.91:3.5

.5:4.63

1:1.91:3.5

fcu= 1.5676

R² =

fcu= 1.5896

R² =

30 40 50 60

Rebound number

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RN at all ages for the mixes(1:2:4, 1:1.5:3, (C40, C50,



crete. The Figure 4 shows the relationship between compressive strength of concrete and RN for the all


correlation than other expressions, the expression obtained from Figure 4 for (NSC and

HSC) at (28 and 90) days as follows , it was similar patteRN to those obtained by (Ayden & ect -10)[28]

at (7, 28, 56, 90) day for all mixes

: Rebound number. , R: Coefficient of


fcu = 2.8789RN - 47.03

fcu = 3.6298RN - 83.197

fcu = 3.3032RN - 82.797

2.7833RN - 74.533

65 75

5676RN - 18.537

= 0.9644

5896RN - 10.66

= 0.9732

60 70

Rebound number



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compressive strength increases, the pulse velocity increases

of the mix (A1, A2, A3 and A4) and (B

difference is with changing in (w/c) ratio, and show similarity behavior of the mix (C

similarity behavior of the mix(C70, C

between compressive strength and UPV is large similarity behav

the increasing compressive strength of concrete and This increment is not linear and could be presented as

exponential relationship, this result is similar to result from (Ramazan, & etc

From the Figure5 below which shows that the value of UPV is affect by optimum selection of mix proportion

for concrete, and increasing it because the increasing cement content and concrete homogeneity, and this

properties caused decreasing porosity of concrete

Figure. 5 the relationship between Compressive strength

The Figure 6 shows the relationship between compressive strength

days.

The expressions which represent the relationship between compressive strength and UPV from Figure 6 for

(NSC and HSC) at (28 , 90) days.

fcu=0.5993 e 0.9981V

……….(3-3)

fcu=0.4736 e 1.10351V

……….(3-4)

Where: fcu in (MPa) and V:UPV in (km/sec).

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essive strength increases, the pulse velocity increases[29]. Also, the results show large similarity behavior

) and (B1, B2, B3 and B4) because it is ready mixed and normal strength and just

) ratio, and show similarity behavior of the mix (C40, C

, C80, C90 and C100), as shown in Figure5,the results show that the relationship

between compressive strength and UPV is large similarity behavior of the all mixes are increasing the UPV by


exponential relationship, this result is similar to result from (Ramazan, & etc -04) [30] .

e Figure5 below which shows that the value of UPV is affect by optimum selection of mix proportion


properties caused decreasing porosity of concrete.

5 the relationship between Compressive strength-(UPV) for the all mixes (1:2:4, 1:1.5:3, (C

and (C70, C80, C90, C100) at all ages.

The Figure 6 shows the relationship between compressive strength-UPV for all mixes as group, for (2


at [28days ,R2=0.9755]

4) at [90days ,R2=0.9753]

in (MPa) and V:UPV in (km/sec).

3.5 4 4.5 5

Ultrasonic Pulse Velocity-km/sec

2.5:4.63

1:1.91:3.5

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Also, the results show large similarity behavior

) because it is ready mixed and normal strength and just

, C50 and C60), and show

), as shown in Figure5,the results show that the relationship

ior of the all mixes are increasing the UPV by


e Figure5 below which shows that the value of UPV is affect by optimum selection of mix proportion


(UPV) for the all mixes (1:2:4, 1:1.5:3, (C40, C50, C60)

UPV for all mixes as group, for (28 , 90)


5.5



Vol.3, No.10, 2013

Figure 6 the relationship between Compressive strength

3.4. Combined Non-destructive Tests

It is advantageous to use more than one method of NDT at a time, especially when a variation in properties of

concrete affects the test results in opposite directions. Such as the c

an increase in the moisture content increases the UPV, but decreases the rebound number recorded by the

rebound hammer [31], [32] .

The using combination of test results of UPV and RN to estimate compressive s

of multiple linear regression analysis using (SPSS.19) computer program to obtained mathematical expression,

graph it by (axcel.2010), it becomes easy to obtain an expression which represents the relation between UPV and

rebound number versus compressive strength.

The Figures 7, 8, 9 and 10 show for all mixes as the group at

results obtained from (Raouf and Samurai

follows:

fcu=0.42 RN 0.63

e 0.58V

……….(3

fcu=0.25 RN 0.45

e 0.85V

……….(3

Where: fcu in (MPa), and V:UPV in (k

Figure 7 Curves for comp. strength of concrete and combined UPV and RN at 28 days

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Figure 6 the relationship between Compressive strength-(UPV) at all ages for the mixes (1:2:4, 1:1.5:3, (C

C60) and (C70, C80, C90, C100) at all ages.

destructive Tests


concrete affects the test results in opposite directions. Such as the case with the presence of moisture in concrete:


The using combination of test results of UPV and RN to estimate compressive strength of concrete. By method



und number versus compressive strength.

The Figures 7, 8, 9 and 10 show for all mixes as the group at (28 and 90) days, the results are similar to the

results obtained from (Raouf and Samurai-99[14] and Qasrawi-2000[33] ). The expressions can be expresse

……….(3-5) at [28days , R2= 0.9929]

……….(3-6) at [90-days, R2= 0.9954]

:UPV in (km/sec).


fcu= 0.5993

fcu = 0.4736

3.6 3.9 4.2 4.5 4

Ultrasonic pulse velocity-km/sec

20 30 40 50 60

Rebound number

km/sec

www.iiste.org

(UPV) at all ages for the mixes (1:2:4, 1:1.5:3, (C40, C50,


ase with the presence of moisture in concrete:


trength of concrete. By method



(28 and 90) days, the results are similar to the

2000[33] ). The expressions can be expressed as


5993e0.9981V

4736e1.1035V

4.8 5.1

70



Vol.3, No.10, 2013

Figure 8 Comparison of predicted comp. strength with measured comp. strength of concrete at age 28 days

Figure 9 Curves for comp. strength of concrete and com

0

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30

40

50

60

70

80

90

100

110

120

130

0 10

Co

mp

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-MP

a UPV in km/sec

Predicted vs. Observed values

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serv

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ata

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20 30 40 50 60

Rebound number

in km/sec

Predicted vs. Observed values – 28 day

fcu = 0.42* R0.63

* exp(0.58*V)

www.iiste.org


bined UPV and RN at 90 days

70

Rebound number



Vol.3, No.10, 2013


Figures 11 and 12 show for all mixes as the group and for all ages, the results are similar to the results obtained

from (Raouf and Samurai-99)[14]. The expressions can be expressed, as follows:

fcu=0.44 RN 0.65

e 0.55V

……….(3-7)

Where:

Figure 11 Curves for comp. strength of conc

0

20

40

60

80

100

120

0 10

Co

mp

ress

ive

str

en

gth

-MP

a

UPV in km/sec


Ob

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Va

lues

MP

a

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The expressions can be expressed, as follows:

at[All ages R2 = 0.9729]

Where: fcu in (MPa) and V:UPV in (km/sec).

Figure 11 Curves for comp. strength of concrete and combined UPV and RN at (all ages )

20 30 40 50 60

Rebound number

UPV in km/sec

Predicted vs. Observed values – 90 day

fcu= 0.25* R0.45

* exp (0.85*V)

www.iiste.org



rete and combined UPV and RN at (all ages )

60 70

Rebound number



Vol.3, No.10, 2013

Figure 12 Comparison of predicted comp. strength with measured comp. strength of concrete at all ages

3.5. The relationship between Static Modulus of Elasticity &(Compressive Strength, RN & UPV)

The modulus of elasticity of concrete is one of the most important mechanical properties of concrete. It is

closely related to the properties of cement paste, the stiffness and volume of selected aggregate. The modulus of

elasticity of concrete increased for high con

increase in hardened cement paste content and increasing porosity. The specimens were tested first by UPV

before being tested for static elastic modulus.

Figure 13 shows that the increasing of compressive strength leads to increasing in the modulus of elasticity.

The result is similar to the result obtained from (Hussam

Figure 14 shows that the relationship between the modulus of elasticity and RN. This relation is similar to

relation of modulus of elasticity with compressive strength [13]. The increasing in compressive strength of

concrete produces increasing in the modulus of elasticity and this property gives the increasing in value of RN

and UPV. Figure 15 shows the relationship between the modulus of elasticity and UPV. This relation is a linear

regression model .

Figure 13 Relationship between compressive strength and static modulus of elasticity

The results indicate that the percentage of increase in stati

was 15% at low strength to 5.6% at high strength due to the continuity of hydration of concrete.

15

20

25

30

35

40

45

50

55

60

15 25 35

Mo

du

lus

of

Ela

stis

ity

-GP

a 28-day

90-day


O

bse

rved

v

alu

es

MP

a

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of elasticity of concrete is one of the most important mechanical properties of concrete. It is


elasticity of concrete increased for high contents of aggregate of high rigidity; whereas it decreases with the


before being tested for static elastic modulus.

easing of compressive strength leads to increasing in the modulus of elasticity.

The result is similar to the result obtained from (Hussam-08)[11].

Figure 14 shows that the relationship between the modulus of elasticity and RN. This relation is similar to



ationship between the modulus of elasticity and UPV. This relation is a linear


The results indicate that the percentage of increase in static modulus of elasticity for 28 days to 90 days


Ec = 23.156

Ec = 24.16

35 45 55 65 75 85

compressive strength MPa

day

day

Predicted vs. Observed values – at all age

fcu = 0.44* R 0.65

* exp (0.55*V)

www.iiste.org



of elasticity of concrete is one of the most important mechanical properties of concrete. It is


tents of aggregate of high rigidity; whereas it decreases with the


easing of compressive strength leads to increasing in the modulus of elasticity.

Figure 14 shows that the relationship between the modulus of elasticity and RN. This relation is similar to the



ationship between the modulus of elasticity and UPV. This relation is a linear


c modulus of elasticity for 28 days to 90 days


156ln(fcu) - 52.242

16ln(fcu) - 55.691

95 105



Vol.3, No.10, 2013

Figure 14 Relationship between Rebound number and modulus of elasticity

The relationship in Figure 15 indicates that the percentage of increase in relationship between Ec and RN for

28 days to 90days is 3.3% due to the continuity of hydration of concrete.

Figure 15 Relationship between (UPV) and modulus of elasticity

The relationship in Figure 15 indicates that the percentage of increase in relationship between Ec and UPV

for 28 days to 90 days are 42% at low strength to 6.3% at high strength due to the continuity of hydration of

concrete and SF.

3.6. The relationship between Modulus of Rup

Results indicate that the two types of concretes NSC and HSC exhibited continuous increase in modulus of

rupture with an increase of curing age. However, the rate of modulus of rupture gain of concretes at

higher than those at later ages. It is well

modulus of rupture also increases but at a decreasing rate as shown in Figure 16.The relationship between

modulus of rapture and RN is similar to those obtained for compressive strength, except that the scatter of the

results is greater. These results are similar to the results obtained from (Malhotra &Carino

in Figure 17. It is also well-accepted with the increa

result the modulus of rapture but decreases with time lapse as shown in Figure 18.

20

25

30

35

40

45

50

55

60

15 25

Mo

du

lus

of

Ela

stis

ity

-GP

a28-day

90-day

0

10

20

30

40

50

60

3.25 3

Mo

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of

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-GP

a

28-day

90-day

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indicates that the percentage of increase in relationship between Ec and RN for

28 days to 90days is 3.3% due to the continuity of hydration of concrete.

Figure 15 Relationship between (UPV) and modulus of elasticity

re 15 indicates that the percentage of increase in relationship between Ec and UPV


3.6. The relationship between Modulus of Rupture &(Compressive strength, RN and UPV)


rupture with an increase of curing age. However, the rate of modulus of rupture gain of concretes at

higher than those at later ages. It is well-accepted that as the concrete compressive strength increases, the


is similar to those obtained for compressive strength, except that the scatter of the

results is greater. These results are similar to the results obtained from (Malhotra &Carino

accepted with the increase of UPV, the compressive strength increases and as a

result the modulus of rapture but decreases with time lapse as shown in Figure 18.

Ec= 30.913ln(RN)

Ec = 31.217ln(RN)

35 45 55 65

Rebound nember

Ec = 24.238 (V) - 64

R² = 0.9881

Ec = 29.267 (V) - 90.

R² = 0.9493

3.75 4.25 4.75


www.iiste.org


indicates that the percentage of increase in relationship between Ec and RN for

re 15 indicates that the percentage of increase in relationship between Ec and UPV


ture &(Compressive strength, RN and UPV)


rupture with an increase of curing age. However, the rate of modulus of rupture gain of concretes at early ages is

accepted that as the concrete compressive strength increases, the


is similar to those obtained for compressive strength, except that the scatter of the

results is greater. These results are similar to the results obtained from (Malhotra &Carino -04) )[13]. as shown

se of UPV, the compressive strength increases and as a

ln(RN) - 75.684

ln(RN) - 75.522

65 75

64.038

.933

5.25

km/sec



Vol.3, No.10, 2013

Figure 16 Relationships between modulus of rupture and compressive strength

The relationship in Figure 16 shows th

between fr and fcu for 28 days to 90 days is 3.6% due to the continuity of hydration of concrete.

Figure 17 Relationship between Rebound number and modulus of rupture

The Figure 17 shows the results which indicate that the percentage of increase in the relationship between

fr and RN for 28 days to 90 days is 3.64% due to the continuity of hydration of concrete.

0

1

2

3

4

5

6

7

8

9

10

0 20

Mo

du

lus

of

Ru

ptu

re -

MP

a 28-day

90-day

0

1

2

3

4

5

6

7

8

9

10

0

Mo

du

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ptu

re-M

Pa

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90-day

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The relationship in Figure 16 shows that the results indicate the percentage of increase in the relationship



igure 17 shows the results which indicate that the percentage of increase in the relationship between

fr and RN for 28 days to 90 days is 3.64% due to the continuity of hydration of concrete.

fr = 4.6755ln(fcu

R² = 0.8088

fr = 4.743ln(fcu

R² = 0.7991

40 60 80Compressive Strength-MPa

fr= 6.9274ln(RN)

R² = 0.9173

fr= 7.0597ln(RN)

R² = 0.9114

20 40 60Rebound number

www.iiste.org


at the results indicate the percentage of increase in the relationship



igure 17 shows the results which indicate that the percentage of increase in the relationship between

cu) - 12.878

8088

cu) - 12.945

7991

100MPa

ln(RN) - 20.14

9173

ln(RN) - 20.45

9114

80Rebound number



Vol.3, No.10, 2013

Figure 18 Relationship between (UPV) and modulus of rapture

The relationship in Figure 18 indicates that the percentage of increase in relationship between fr and UPV for 28

days to 90 days are 7.3% at low strength to 4.4% at high strength due to the continuity of hydration of concrete.

3.7. Relationship between direct (D) and surfacing (S) test of UPV

Indirect transmission should be used when only one face of the concrete is

surface crack is to be determined or when the quality of the surface

interest. Furthermore, this arrangement gives pulse velocity measurements which are usually influenced by the

concrete near the surface. This region is often of different composition from that of the concrete within

of a unit and the test results may be unrepresentative of that concrete. The indirect

than the direct velocity on the same concrete element. This

largely on the quality of the concrete under

UPV is shown in Figs. 19, 20 and 21.

Figure 19 Relationship between

3

3.25

3.5

3.75

4

4.25

4.5

4.75

5

0 1.5

Ult

raso

nic

pu

lse

ve

loci

ty-k

m/s

ec 28-day

90-day

0

10

20

30

40

50

60

70

80

2.5 3

Co

mp

ress

ive

Str

en

gth

-M

Pa

7-direct

7-surfacing

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Figure 18 Relationship between (UPV) and modulus of rapture

he relationship in Figure 18 indicates that the percentage of increase in relationship between fr and UPV for 28


direct (D) and surfacing (S) test of UPV

Indirect transmission should be used when only one face of the concrete is accessible,

surface crack is to be determined or when the quality of the surface concrete relative to the overall qual

arrangement gives pulse velocity measurements which are usually influenced by the

near the surface. This region is often of different composition from that of the concrete within

t results may be unrepresentative of that concrete. The indirect velocity is invariably lower

than the direct velocity on the same concrete element. This difference may vary from 5% to 20% depending

largely on the quality of the concrete under test [10], the relationship between direct and surfacing method of

UPV is shown in Figs. 19, 20 and 21.

Figure 19 Relationship between direct and surfacing method of UPV at 7 days all mixes

v = 0.8062ln(fr) +

R² = 0.8158

v = 0.6705ln(fr) +

R² = 0.7645

3 4.5 6 7.5 9Modulus of rupture

3.5 4 4.5


www.iiste.org

he relationship in Figure 18 indicates that the percentage of increase in relationship between fr and UPV for 28


accessible, when the depth of a

concrete relative to the overall quality is of

arrangement gives pulse velocity measurements which are usually influenced by the

near the surface. This region is often of different composition from that of the concrete within the body

velocity is invariably lower

difference may vary from 5% to 20% depending

the relationship between direct and surfacing method of

direct and surfacing method of UPV at 7 days all mixes

ln(fr) + 2.9113

8158

ln(fr) + 3.3944

7645

9 10.5Modulus of rupture-MPa

5

km/sec



Vol.3, No.10, 2013



The Figures above show that the waves velocity of surfacing method less than the waves velocity of direct

method by (7, 5 and 3.5)% at (7, 28and 90) d

surface more than the porosity of deep concrete [10] [34] .

3.8. Effect the properties of concrete and the age on Non

Since cement content, aggregate content and

any attempts to compare or estimate concrete strength will be valid only if they are all standardized for the

concrete under test and for the calibration specimens. These influences have differen

and 23 show the increase of the cement content results in the increase of cement paste and decrease of the

porosity. This property affected UPV greater than RN as the final results increase the value of RN and UPV [35].

0

10

20

30

40

50

60

70

80

90

100

3 3.2 3.

Co

mp

ress

ive

Str

en

gth

-M

Pa 28-direct

28-surfacing

0

10

20

30

40

50

60

70

80

90

100

3.25

Co

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ress

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90-surfacing

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Figure 20 Relationship between direct and surfacing method of UPV at 28

Figure 21 Relationship between direct and surfacing method of UPV at 90 day all mixes


method by (7, 5 and 3.5)% at (7, 28and 90) days respectively because the porosity of concrete that is near the

surface more than the porosity of deep concrete [10] [34] .

3.8. Effect the properties of concrete and the age on Non-destructive tests

Since cement content, aggregate content and w/c ratio, may affect the readings obtained from RN and UPV,


concrete under test and for the calibration specimens. These influences have different magnitudes. Figures 22



.4 3.6 3.8 4 4.2 4.4 4.


3.75 4.25 4.75


www.iiste.org

direct and surfacing method of UPV at 28 day all mixes

direct and surfacing method of UPV at 90 day all mixes


ays respectively because the porosity of concrete that is near the

w/c ratio, may affect the readings obtained from RN and UPV,


t magnitudes. Figures 22



.6 4.8

km/sec

5.25

km/sec



Vol.3, No.10, 2013

Figure 22 Relationship between UPV and cement content

Figures 24 and 25 show that the increase of coarse aggregate content in concrete results in an increase the

density of concrete and in turn result in an increase in value of the UPV and RN.

Figure 23 Rela

In the Figures above, the increase of cement content increases the value of UPV without exceeding (500

kg/m3) because side effects, such as shrinkage increase ,porosity increase, need high water content and

consequently less strength of concrete. The RN increases with increase of the cement content but with less rate

when high content of cement is available.

3

3.2

3.4

3.6

3.8

4

4.2

4.4

4.6

4.8

200 250 300

Ult

raso

nic

Pu

lse

Ve

loci

ty-k

m/s

ec

15

20

25

30

35

40

45

50

55

200 300

Re

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d N

um

be

r

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22 Relationship between UPV and cement content


density of concrete and in turn result in an increase in value of the UPV and RN.

Figure 23 Relationship between RN and cement content


) because side effects, such as shrinkage increase ,porosity increase, need high water content and


when high content of cement is available.

350 400 450 500 550 600Cement content -kg/m

7-day

28-day

56-day

90-day

300 400 500 600

Cement Content

7

28

56

90

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) because side effects, such as shrinkage increase ,porosity increase, need high water content and


650kg/m3

day

day

day

day

700

Cement Content -kg/m3

7-day

28-day

56-day

90-day



Vol.3, No.10, 2013

Figure 24 Relationship between UPV and aggregate content

Figure 25 Relationship between RN and

In the Figures 24 and 25 above, it can be observed that the increase of coarse aggregate content produces

increase in the value of UPV and RN, and the rate of increasing seems at last ages because the difference value

of UPV and RN minimizes at last ages. The use of high content of coarse aggregate and crushed give the merger

between aggregate and the paste consequently gives high density of concrete which

of the UPV and RN value.

Water/Cement ratio variation in concrete mixes has often been used to establish the relationship of (compressive

strength of concrete and ultrasonic pulse velocity) with w/c ratio, especially when checking the quality of

concrete at a particular age. The presence of water void

concrete, leads to a similar decrease in both strength and pulse velocity [36]. Figures 26 and 27 show the

relationship between (compressive strength and UPV) with w/c ratio.

3

3.2

3.4

3.6

3.8

4

4.2

4.4

4.6

4.8

1000 1050

Ult

raso

nic

Pu

lse

Ve

loci

ty-k

m/s

ec 7-day

28-day

56-day

90-day

15

20

25

30

35

40

45

1000 1050

Re

bo

un

d N

um

be

r 7-day

28-day

56-day

90-day

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Figure 24 Relationship between UPV and aggregate content

Figure 25 Relationship between RN and aggregate content



N minimizes at last ages. The use of high content of coarse aggregate and crushed give the merger

between aggregate and the paste consequently gives high density of concrete which in turn produces an increase

riation in concrete mixes has often been used to establish the relationship of (compressive


concrete at a particular age. The presence of water voids due to changes in the w/c ratio in fully compacted


relationship between (compressive strength and UPV) with w/c ratio.

1100 1150 1200 1250 1300Coarse aggregate content

1100 1150 1200 1250 1300

Coarse aggregate content

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N minimizes at last ages. The use of high content of coarse aggregate and crushed give the merger

in turn produces an increase

riation in concrete mixes has often been used to establish the relationship of (compressive


s due to changes in the w/c ratio in fully compacted


1300 1350Coarse aggregate content

1300 1350

Coarse aggregate content-kg/m3



Vol.3, No.10, 2013

Figure 26 Relationship be

Figure 27 Relationship between UPV and w/c ratio

Figures above exhibits that the increasing w/c ratio decreases compressive strength and UPV because

of the access in porosity of concrete and consequently decreas

[35]

4. Conclusion

�� Concretes with compressive strengths in excess of 60 N/mm

�� High early compressive strength (in excess of 25 N/mm

�� Linear expressions are obtained to represent the relationship between density and UPV for (28 and

respectively, as follows:

D = 134.98(V)+1814.8 .........(4

D = 159.45(V)+1680.1 .........(4

�� The results show a good correlation between compressive strength and rebound number and the relationship

between the two is not affected by maximum aggregate size (MAS)

�� Linear expressions are obtained to represen

mixes as group for (28 and 90) days respectively, as follows:

fcu = 1.5676 RN - 18.537 .........(4

fcu = 1.5896 RN - 10.66 .........(

�� The value of UPV in HSC increased 8% from (28 to 90) days because of using SF.

�� Exponential expressions are obtained to represent the relationship between compressive strength and UPV

0

20

40

60

80

100

0.1 0.2

com

pre

ssiv

e s

tre

ng

th -

MP

a7-day

28-day

56-day

90-day

3

3.5

4

4.5

5

5.5

0.1 0.2

Ult

raso

nic

Pu

lse

Ve

loci

ty-k

m/s

ec

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28-day

56-day

90-day

0514 (Online)

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Figure 26 Relationship between compressive strength and w/c ratio

Figure 27 Relationship between UPV and w/c ratio


of the access in porosity of concrete and consequently decreases the compressive strength and give low UPV

compressive strengths in excess of 60 N/mm2 are more easily achieved with SF.

High early compressive strength (in excess of 25 N/mm2 at 24 hours) can be achieved.

ssions are obtained to represent the relationship between density and UPV for (28 and

.........(4-1) [28-day, R2 = 0.9287]

.........(4-2) [90-day, R2 = 0.8751]

The results show a good correlation between compressive strength and rebound number and the relationship

between the two is not affected by maximum aggregate size (MAS)

Linear expressions are obtained to represent the relationship between compressive strength and RN for all

mixes as group for (28 and 90) days respectively, as follows:

.........(4-3) [28-day, R2 = 0.964]

.........(4-4) [90-day, R2 = 0.973]

The value of UPV in HSC increased 8% from (28 to 90) days because of using SF.

Exponential expressions are obtained to represent the relationship between compressive strength and UPV

0.3 0.4 0.5 0.6W/C ratio

0.3 0.4 0.5 0.6w/c %

www.iiste.org

tween compressive strength and w/c ratio


es the compressive strength and give low UPV

easily achieved with SF.

at 24 hours) can be achieved.

ssions are obtained to represent the relationship between density and UPV for (28 and 90) days

The results show a good correlation between compressive strength and rebound number and the relationship

t the relationship between compressive strength and RN for all

Exponential expressions are obtained to represent the relationship between compressive strength and UPV

0.7W/C ratio

6 0.7



Vol.3, No.10, 2013

96

for 28 and 90days respectively, as follows:

fcu = 0.5993 e 0.9981 V

.........(4-5) [28-day, R2 = 0.9755]

fcu = 0.4736 e 1.1035 V

.........(4-6) [90-day, R2 = 0.9753]

�� The results indicate that the percentage of increase in direct method to surfacing method of UPV for (7, 28,

56 and 90) days are (7%, 5%, 4% and 3.5%) respectively, due to the higher the continuity of hydration of

cement.

�� The combined use of UPV and rebound number improves the accuracy of the process of estimation of

concrete compressive strength of (HSC).

�� The results show that the relation between UPV and RN versus compressive strength, can be expressed for

all the mix as a case freelance for all ages, as follows:

fcu = 0.37 RN 0.75

e 0.5V

.........(4-7) [all ages, R2 = 0.9908] for (1:2:4)

fcu = 0.172 RN 0.7

e 0.75V

.........(4-8) [all ages, R2 = 0.994] for (1:1.5:3)

fcu = 0.15 RN 0.47

e 0.95V

.........(4-9) [all ages, R2 = 0.8416] for (C40, C50 and C60)

fcu = 0.18 RN 1.33

e 0.17V

........(4-10) [all ages, R2 = 0.962] for (C70, C80, C90 and C100)

�� The results show that the relation between UPV and rebound number versus compressive strength, can be

expressed for all the mix as group, for (28 and 90) days, as follows:

fcu = 0.42 RN 0.63

e 0.58V

.........(4-11) [28-days, R2 = 0.9929]

fcu = 0.25 RN 0.45

e 0.85V

.........(4-12) [90-days, R2 = 0.9954]

�� The results show that the relation between UPV and rebound number versus compressive strength, can be

expressed for all the mix as group, for all ages, as follows:

fcu = 0.44 RN 0.65

e 0.55V

.........(4-13) [all ages, R2 = 0.9729]

�� The pulse velocity of concrete is decreased by increasing the cement paste, especially for concrete with high

w/c ratio.

�� The increasing of cement content gives increasing in value of UPV but not exceeded (500 kg/m3).

�� Rebound number can't be affected by changing MAS of coarse aggregate.

�� The increasing of coarse aggregate content produces increasing the value of RN and UPV.

References

[1]J.Balsam,(2008) “Properties and Testing of Concrete Materials” Al- Tahhadi University, Engineering College,

Libya, pp. 2-5.

[2] ACI committee 211.1, 2002, “Standard practice for selecting proportions for normal, heavyweight, and mass

concrete,” American Concrete Institute.

[3]ACI committee 318M, 2005, “Building code requirements for structural concrete and commentary,”

American Concrete Institute.

[4]ACI committee 363R, 1997, “State of the art report on high-strength concrete,” American Concrete Institute.

Detroit, Vol. 81, No.4.

[5] H. G. Russell, (2000)“High-performance concrete mix proportions,” Concrete Products Magazine, Issue.

June.

[6] B.Price,(2003) “high strength concrete,” advanced concrete technology set, part III, Elsevier, chapter 3, pp.

1-16.

[7] M. A.Caldarone, (2008) “High-strength concrete: A practical guide” Taylor and Francis, USA and Canada.

[8]ACI Committtee 228.1R-95, “In-Place Methods to Estimate Concrete Strength”, American Concrete Institute,

Detroite.

[9]N.J.Carino,(1994) “Nondestructive Testing of concrete: History and Challenges”, SP 144-30, American

Concrete Institute, Detroite, pp.623-678.

[10]IAEA:(2002) International Atomic Energy Agency, “Guidebook on Non-destructive testing of concrete

structures”, Vienna, pp.1-2.

[11] A.Hussam,(2008) “Non-destructive Tests For Self-Compacting Concrete With Compressive Strength In

Range (20-80)Mpa” Master Thesis, L-Mustansiriya .

[12] J.Kolek ,(1970) “Nondestructive testing of concrete by hardness methods”, Symposium on Non-destructive

testing of concrete and tember, The Institution of Civil Engineers, London, pp.19-22.

[13] V.M. Malhotra & N.J. Carino,(2004) “Handbook On Non-destructive Testing Of Concrete” Boca Raton

London New York Washington, D.C.,(pp.19-29), (pp.189-204) and (pp.209-213).

[14] Z.A. Raouf &M. Samurai,(1999) “Nondestructive testing of concrete” Edition No. 1, Shariga.

[15] Iraqi Specification, No.5/1984, “Portland cement,” Central Organization Standardization& Quality

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