Ŕ Periodica Polytechnica
Civil Engineering
60(2), pp. 199–203, 2016
DOI: 10.3311/PPci.8328
Creative Commons Attribution
A New Approach for Measurement of
Tensile Strength of Concrete
Vahab Sarfarazi, Abdolhadi Ghazvinian, Wulf Schubert, Hamid Reza Nejati, Raouf
Hadei
RESEARCH ARTICLE
Received 15-06-2015, revised 15-09-2015, accepted 29-09-2015
Abstract
Tensile strength is one of the important mechanical properties of concrete. Indirect methods have been used up till now
for its measurement. These methods though widely accepted, do
not furnish the true tensile strength of concrete. In this paper,
a compression to tensile load transformer device is developed
to determine direct tensile strength of concrete. The cubic concrete samples with dimension of 15*19*6 cm containing internal
hole with dimension of 75mm is prepared using the mixture of
cement, fine sand and water. This model is subjected to direct
tensile loading by special loading device. A series of finite element analysis were performed using FRANC2D to analyse the
effect of hole diameter on the stress concentration around the
hole and to render a suitable criteria for determination of real
tensile strength of concrete. Concurrent with direct tensile test,
Brazilian test is performed to compare the results of two methods. Results obtained by this test are quite encouraging and
shows that the direct tensile strength is clearly lower than the
Brazilian test. The difference between the Brazilian and direct
tensile strengths is about 33%.
Keywords
Compression to tensile load converter · tensile strength of
concrete · FRANC2D
Vahab Sarfarazi
Department of Mining Engineering, Hamedan University of Technology,
Hamedan, 65155-579 P.O.B, Iran
e-mail: Sarfarazi@hut.ac.ir
Abdolhadi Ghazvinian
Rock Mechanics Division, Tarbiat Modares University, Tehran, Iran
Wulf Schubert
Institute for Rock Mechanics and Tunnelling, Technische Universität, Rechbauerstraße 12, A-8010, Graz, Austria
e-mail: schubert@tugraz.at
Hamid Reza Nejati
Rock Mechanics Division, Tarbiat Modares University, Tehran, Iran
Raouf Hadei
Faculty of Engineering, Imam Khomeini International University, Qazvin, Iran
A New Approach for Measurement of Tensile Strength of Concrete
1 Introduction
The tensile strength of concrete is a crucial design parameter
in structures such as concrete dams, airfield runways, concrete
roads and pavements, and other slabs. Therefore, many experimental and theoretical studies have been carried out to determine
the tensile strength of concrete [1–10]. It is known that the stress
obtained by breaking a specimen which is subjected to uniaxial
loading, shows the real tensile strength of concrete (Fig. 1), but
the tensile strength of concrete is obtained by indirect methods
as splitting and flexural tests.
Fig. 1. Specimen under uniaxial tensile loading
A non-uniform state of stress is superimposed over the local
stress fluctuations that are caused by the material structure itself. Because of this, these methods have disadvantages [11].
However, the tensile strength obtained from the uniaxial tensile
test is more reliable than that of other test methods. But this test
method requires much more care compared to indirect methods.
Particularly, after the production of strong epoxy based adhesives, the uniaxial tensile tests are done with few troubles. Many
experimental researches conducted in the past to determine the
uniaxial tensile strength failed because of unexpected crushing
which occurred as a result of local stress concentrations. Another difficulty in uniaxial tensile tests is that the test specimen
is under the influence of moment effects during the tensile test
due to eccentricity. Gomez [12] and Mier [13] reported that
an increase in load eccentricity may decrease the tensile stress.
Swaddiwudhipong et al. [14] studied the strain capacity in direct tension and the tensile strength of concrete produced with
different types of cement at early ages in their tests.
Zain et al. [15] proposed some equations that indicate the
splitting tensile strength of high strength concretes based on the
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compressive strength of concretes of any age.
The objective of this paper is to develop a new loading device called compression-to-tension transformer to apply a tensile stress to the concrete-like specimen. The proposed device
will be designed and fabricated for use with most commercially
available compression loading machines. It should be durable,
inexpensive and easy to use. The concept is to apply compressive loads to the top and bottom of the hole and hence the specimen can subject to uniaxial tensile stress.
2 Experimental test
2.1 Compression-to-tension load converter devices
A compression-to-tension load transformer device (CTT) was
developed to determine the tensile strengths of specimens with
a hole in the middle. The primary design requirement is to allow alternating between the application of tensile load and compressive load on the same specimen while placing in a conventional compression machine. The Compression-to-tension load
transformer device comprises several parts (Fig. 2). The part
number 1 which has “U” shape has been built from stainless
steel (Fig. 2a). This part is divided to two separate segments i.e.
“L” and “l” shape segments. The part number 2 which have “I”
shape is undividable (Fig. 2b). Dimension of these two parts is
shown in Fig. 2 a and b.
The parts number 3 comprises two semi cylindrical stainless steels with dimension of 75 mm × 10 mm × 60 mm (Fig. 2c).
The parts number 4 is composed of two similar blades with dimension of 20 mm × 10 mm × 190 mm (Fig. 2d).
The set up procedure of CTT device is consisted of six stages,
as shown in Fig. 3. Firstly, the parts number 3 are inserted into
hole (Fig. 3a). Secondly, the “L” shape segment of part number
1 is situated in left side of the specimen (Fig. 3b). Thirdly, the
first blade of part number 4 go through the hole so its upper surface is in contact to cylindrical steel, i.e. part of number 3, and
its lower surface is in contact to “L” shape segment (Fig. 3c).
Fourthly, the part number 2 is situated in right side of the specimen (Fig. 3c). Fifthly, the second blade of part number 4 go
through the hole so its lower surface is in contact to cylindrical
steel, i.e. part of number 3, and its upper surface is in contact
with “I” shape segment, i.e. part of number 2 (Fig. 3d). Sixthly,
the “l” shape segment is screwed to the “L” shape segment of
part number 1 and the apparatus set up is completed. Therefore
the upper cast is in contact with the lower cylindrical steel and
the lower cast is in contact with upper cylindrical steel (Fig. 3e).
When this set up is situated between the uniaxial loading frames,
the upper loading frame compress the upper cast so the lower
part of the hole is compressed. In similar condition, the lower
loading frame compresses the lower cast so the upper part of the
hole is compressed. Compression of upper and lower parts of
the hole brings the specimen to tensile loading (Fig. 3f).
Fig. 2. The components of compression to tension converter load device.
Fig. 3. The set up procedure of CTT device
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V. Sarfarazi, A. Ghazvinian, W. Schubert, H. R. Nejati, R. Hadei
2.2 The technique in preparation of the specimens
The material mixture was prepared by mixing water, fine
sand and Ordinary Portland Cement in a blender (Fig. 4a).
crushed-limestone sand with 2.57 g/cm3 of specific gravity and
2.75 cm2 /g of fineness was used as fine aggregate.
The mixture was then poured into a fiberglass cast with internal dimension of 15 × 19 × 6 cm (Fig. 4b). The cast consists of
two discrete cubes, bolted together. The cast containing fresh
mixture was vibrated (Fig. 4c) and then stored at room temperature for 8 h afterward, the specimens unmolded. Then a core
with diameter of 7.5 cm and height of 60 cm remove from the
centre of the samples using dry drilling (Fig. 4d) so the ratio of
hole diameter (7.5 cm) to sample wide (15 cm) is 0.5.
Fig. 5. Compression load frame.
Fig. 6. The tensile failure pattern in samples.
could not be a proper agent for tensile strength of concrete material. The numerical simulation is necessary to determine a relationship between far field tensile stress, the ratio of hole diameter to sample wide and stress concentration at corners of the
hole. The output of numerical simulation is a criterion which
gives the real tensile strength of concrete block.
3 Finite Element Simulation
Fig. 4. The technique in preparing the internally hole specimens; a) mixing
materials in a blender, b) a fiberglass cast, c) the fresh mixture is vibrated and d)
drilling a core from the centre of the cubic sample.
2.3 Tensile strength test procedure
Fig. 5 shows test arrangement for direct tensile strength testing. The CTT device with a specimen is installed in a compression load frame (Fig. 5). A 30-ton hydraulic load cell applies
compressive load to the CTT end plates. An electronic load cell
is used to measure the increase of the applied load. To isolate
the effect of loading rate from the results a constant loading of
0.02 MPa/s was applied for all specimen. This rate is within
the range recommended for the Splitting tensile strength testing by Denneman [16]. Three specimens are tested under direct
tensile loading and three specimens are subjected under Splitting test. All specimens cracked along a horizontal line through
the center of the hole when subjected to a vertical force. The
failure is a splitting tensile failure because the failure happened
intentionally along the horizontal axis with the help of two semi
cylindrical steels (Fig. 6). Also Fig. 7 shows the tensile failure
of specimen in Splitting test.
For calculation of far field tensile stress in direct tensile test,
the far field failure load is divided to involve surface area of part
number 4 which is 2 cm × 6 cm. But according to the Kirsch
theory, whereas the far field tensile stress is distributed nonuniformly in sides of the hole therefore the far field tensile stress
A New Approach for Measurement of Tensile Strength of Concrete
A two-dimensional finite element code named FRANC2D/L
(FRacture ANalysis Code for 2-D Layered structures) was used
to do the numerical modeling work. This code was originally
developed at Cornell University and modified for multi-layers
at Kansas State University, and is based on the theory of linear and nonlinear elastic fracture mechanics (Wawrzynek and
Ingraffea, [17]). The general methodology starts with the preprocessing stage, where the geometry, mesh, material properties,
and boundary conditions are specified. The modeling continues
with post-processing stage where loading conditions, crack definition and crack growth process are specified. Fig. 8 shows finite
mesh with boundary and loading conditions. The up and down
sides of the model are fixed in x direction and left and right sides
of the model are fixed in y direction. To obtain detailed distribution of the induced stresses up to 400 elements have been used
in the models. Specimens with four different W/B rations; 0.15,
0.25, 0.375, and 0.5; were prepared. These models were subjected under internal tensile stress of 10 MPa. The analyses are
Fig. 7. Tensile failure of specimens in Splitting test.
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made on samples assuming that the concrete is linearly elastic
and isotropic. The elastic modulus and Poisson’s ratio of the
specimens used in the model were assumed to be 25 GPa and
0.20, respectively.
Fig. 10. The variation of normalized stress versus horizontal distance from
circle center; the ratio of circle diameter to sample wide is a) 0.125, b) 0.25, c)
0.375 d) 0.5.
Fig. 8. Finite mesh with boundary and loading conditions
Objective of the model analyses is to determine that no compressive stress exists at the mid-length of the specimen. The
specimen fails under tensile loading before failure by shear
stress occurs at both ends of the specimen. The failure under
tensile loading occurs at the mid-length of specimen. Fig. 9
shows tensile stress distribution in the samples for different ratios of hole diameter to sample wide. Fig. 9 Shows concentrated
tensile stress at the left and the right sides of hole
Fig. 9. Tensile stress distribution in the samples when W/B is; a) 0.125, b)
0.25, c) 0.375, d) 0.5.
The compressive stress is also concentrated at top and bottom
of the hole. Whereas the tensile strength of material is less than
its compressive strength therefore these models have failure in
left and the right sides of hole before failure under compression
load at the vertical-section.
Fig. 10 shows distribution of the normalized tensile stress
(S2) and shear stress (S) by far field tensile stress (Pt) versus
horizontal distance from centre of circle.
The maximum shear and tensile stress occurs near the applied
load areas. Also the value of tensile stress at the corner of the
circle is more than shear stress in all samples. Whereas the tensile strength of material is less than its shear strength therefore
these models have tensile failure at the corner of specimen before failure under shear load at the centreline.
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From the results of numerical analysis it can be concluded
that the model with internal bore is suitable for use with the
compression-to-tension load transformer (CTT). Whereas distribution of tensile stress at the model is more than the far field
tensile stress, therefore the far field tensile stress could not be
used directly as tensile strength of concrete material. For determination of the real tensile strength of concrete, the relationship
between concentrated tensile stress, far field tensile stress and
hole diameter should be specified.
Fig. 11 shows the variation of normalized tensile stress concentration at the corners of the hole to the ratio of circle diameter
to sample width.
Fig. 11. The variation of normalized tensile stress consecration (S2/Pt) to
the ratio of circle diameter to sample width (W/B).
The regression equation [i.e., Eq. (1)] can be used to predict
S2/Pt for any W/B ratio between 0.125 and 0.5:
W
S2
=3 +1
(1)
Pt
B
This equation shows that when far field tensile load (Pt) is
applied in the intact sample (W = 0.0), the tensile stress distribution in the model, s2, is equal to Pt. this means that the tensile load is distributed uniformly in the model in absence of the
hole which is logically acceptable. This equation shows that
when far field failure stress (Pt) is applied to fine hole (W ~ 0),
the tensile stress concentration in the model, S2, is equal to Pt.
This means that, internal stresses in a fine hole act similar to the
point loading with constant stress around the hole. The stress
V. Sarfarazi, A. Ghazvinian, W. Schubert, H. R. Nejati, R. Hadei
concentration around the hole increases by increasing the diameter (Fig. 11). This finding is in a good accordance with Kirsch
solution results (Brady [18]).
From other point of view, this equation shows that when the
model are loaded under far field tensile stress, the tensile stress
concentration in the side of the hole can be calculated using
Eq. (1). For example, when far field failure stress of 1.24 MPa
is applied in the CTT physical test with W / B = 0.5, the tensile
stress concentration at the hole corners (S2) is 3.1 MPa according to Eq. (1). When S2 reach to 3.1 MPa, it can overcome to
the tensile strength of material. Therefore the ultimate tensile
stress side of the hole (S2) was registered as real tensile strength.
Based on this finding, Table 1 shows the comparison between
real tensile strength of CTT test and Splitting tensile strength.
Tab. 1. Results of direct tensile strength and Splitting strength test.
Sample No.
Direct tensile
Splitting tensile
(W / B = 0,5)
strength (MPa)
strength (MPa)
1
3,1
4,5
2
3,1
4,7
3
2,9
4,4
Average
3,03
4,53
4 Comparison of the strength results
Table 1 compares the tensile strength results obtained from
two methods. The Splitting tension test yields the highest
strength values due to the high stress gradient along the incipient crack plane (Zain et al. [14]). It is interesting to note that
the difference between the Splitting and direct tensile strengths
is about 33%. The difference of the tensile strength from the
two methods may therefore be partly governed by tensile stress
distribution on the failure surface.
5 Conclusions
The CTT device is designed to obtain a direct tensile strength
under uniaxial tensile and to induce extension failure under a
true uniaxial tensile stress. The hole diameter at the mid-section
of specimen is 75mm, which may raise an issue of circle size
on the measured strengths. The effect of hole size on tensile
strength of a concrete block was determined using numerical
simulation. It has been concluded that as the circle size increases, the tensile stress concentration in the side of the hole
along the horizontal axis increases in constant far field stress.
The real concrete tensile strength is calculated based on Eq. (1).
It is recognized here that the direct tensile strength is lower than
the Splitting tensile strength so the difference between the Splitting and direct tensile strengths is about 33%.
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Acknowledgement
The author would like to thank Hamedan University of Technology (HUT) for funding this project under Contract No.
16/92/3/P/111.
A New Approach for Measurement of Tensile Strength of Concrete
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