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Generally strengthening of columns is created by providing an additional confinement or incorporating a new layer which intercepts a part of the external load. The confinement is usually created as a thin layer of high performance material carbon fiber reinforced polymer (CFRP), PBO-FRCM (p-Phenylene Benzobis Oxazole fiber reinforced cementitious mortar), steel reinforced polymer (SRP), self-compacting concrete (SCC), textile reinforced concrete (TRC), steel-reinforced grout (SRG), and confinement usually increases the strength of internal concrete. The additional layer which intercepts the part of external load can be made from steel profiles, concrete or masonry. Concreting or creating masonry layer can decrease the existing space. Thus, it is better to create a new thinner layer from high strength concrete. Shrinkage of concrete can change effectiveness of the strengthening. The loading area consists of strengthened element area and new added layer area. After shrinkage of new layer, the area of transferred external load can move to the previous strengthened element area. In this case the external layer loses capacity to intercept the external load and begins to provide the confinement. So instead of concrete, high performance fiber cementitious composite (HPFRCC) with good tensile resistance should be used. Also shrinkage of concrete can influence the strength of confined structure elements. The research (Vincent & Ozbakkaloglu, 2015) shows that due to shrinkage, increment of strains in CFRP and concrete changes and strength of confined concrete can slightly decrease.

Most of researches related with strengthening of RC columns use strengthening with CFRP, basalt fibers reinforced polymer, textile reinforced concrete, Ferro cement, HPFRCC. The external load transferring area depends on the thickness of the external layer and the strengthening method. Strengthening with CFRP provides the new thin external layer and CFRP does not intercept the compressive stresses, so just the confinement effect is evaluated. While strengthening with fiber reinforced polymer, textile reinforced concrete or ferro cement, the thickness of external layer varies from 0.2 to 11.5 mm (Raffoul et al., 2017; AL-Gemeel & Zhuge, 2018; Shi-ping, Xiang-qian, & Yun-tao, 2018; Ghalieh, Awwad, Saad, Khatib, & Mabsout, 2017; Thermou & Hajirasouliha, 2018; De Caso y Basalo, Matta, & Nanni, 2012; R. Ortlepp & S. Ortlepp, 2017). Strengthening with reinforced fine-grained concrete layer (R. Ortlepp & S. Ortlepp, 2017) or HPFRCC (Daugevicius & Valivonis, 2013, 2017) allows evaluating compressive resistance of external layer. However, the review shows that usually the confinement effect is evaluated (Thermou & Hajirasouliha, 2018; De Caso y Basalo et al., 2012; Cascar di, Longo, Micelli, & Aiello, 2017; Trap ko, 2013; Huang, Sun, Yan, & Zhu, 2015; Zhou, Bi, Wang, & Zhang, 2016; Colajanni, De Domenico, Recupero, & Spinella, 2014; Napoli & Realfonzo, 2016; Chastre & Silva, 2010; Tamuzs, Tepfers, & Sparnins, 2006).

Resistance due to provided confinement or direct interception of compressive stresses can differ in times, because the compressive strength of concrete is much bigger than tensile. Most equations which evaluate the confinement effect require the lateral strain (Thermou & Hajirasouliha, 2018; De Caso y Basalo et al., 2012; Cascardi et al., 2017; Huang et al., 2015; Colajanni et al., 2014; Napoli & Realfonzo, 2016; Chastre & Silva, 2010; Tamuzs et al., 2006; Ombres, 2014; Campione, La Mendola, Monaco, Valenza, & Fiore, 2015; Cascardi, Aiello, & Triantafillou, 2017) or strength (Trapko, 2013, 2014; Zhou et al., 2016; Wei & Wu, 2014) of external material. Evaluation of direct interception of compressive stresses requires compatibility of strains. Without compatibility, the strength of materials cannot be fully used. Therefore, the concrete materials are suitable for interception of compressive stresses. The objective of this research is to determine how the strength of a strengthened compressed concrete changes when the external load is being transferred through a different cross-section area. Different loading determines which strengthening effect should be evaluated. Loading of the core determines the evaluation of the confinement effect. Loading of the whole section determines the evaluation of the interception of compressive stresses.

1. Specimens, materials and testing

Totally 18 cylindrical standard concrete specimens were produced. Cylindrical specimens were divided into five groups (Table 1). The first group contains 6 control concrete specimens C1; C2; C3; C4; C5; C6. In the second group the specimens C7; C8; C9 were strengthened with high strength concrete designated as HPFRCC1. In this group the specimens were loaded through the internal concrete core. In the third group the specimens C10; C11; C12 were also strengthened with high strength concrete designated as HPFRCC1, but they were loaded through the whole section. The specimens C13; C14; C15 of fourth group were strengthened with high strength concrete designated as HPFRCC2 and loaded through the internal concrete core. The specimens C16; C17; C18 of fifth group were also strengthened with high strength concrete designated as HPFRCC2, but loaded through the whole section. The age of all elements at time of strengthening was 28 days. The approximate diameter of strengthened elements was 190 mm.

High strength concrete HPFRCC1 and HPFRCC2 used for strengthening had differed just by a fiber type. The percentage of special cement, sand, water, super plasticizer was almost the same (see Table 2). Material HPFRCC1 contains polyvinyl alcohol fibers and material HPFRCC2 brass coated steel fibers.

The concrete constituent of cement, sand, water and stone filler are shown in Table 3. The cone sediment of concrete is 16 cm and the W/C ratio is 1.19. The authors use a low strength concrete in order to investigate the effect of confinement provided by HPFRCC material. A low strength concrete characterizes by early plasticity and this makes it easier to see the effect of confinement.

The surfaces of strengthened specimens were treated with high pressure water jet. The high-pressure water jet was used to remove the small sand particles of concrete and to make the surface of it rough. After the strengthening the new layer of high strength concrete has perfect bonding. The treated surface is shown in Figure 1a. Before the strengthening surfaces of concrete specimens were moistened and then the specimens were placed into the moulds. The gap between internal concrete and mould edge was 20 mm. The tops of the specimens were supported by a longitudinal metal plate (see Figure 1b) and the high strength concrete was poured into the free space of mould. The top support prevents moving of internal concrete core.

In order to validate the mixture law, the strengthened specimens were loaded through the whole surface. In order to examine the effect of confinement, the strengthened specimens were loaded through the internal concrete core. The age of control specimens at time of testing was 43 days. Testing of strengthened elements started at age of 44 days. Loading scheme is shown in Figure 2.

Particular mechanical parameters of concrete and high strength concrete are needed for theoretical approach. These parameters are shown in Tables 4 and 5. Different types of material specimens were produced. Small prisms for compression and briquettes for tension were made from high strength concrete. Cubes and cylinder were made from ordinary concrete. Compressive strength ([f.sub.c]) and modulus of elasticity ([E.sub.c]) of each material were obtained during the compressive test (Figure 3a and Figure 3b). Tensile strength ([f.sub.cct]) of high strength concrete was obtained from direct tensile test (Figure 3c). Also, flexural strength ([f.sub.ccl]) was obtained for high strength concrete material.

2. Calculation

The concrete cylinder after strengthening becomes a composite element. The ultimate deformations must be taken into account. An ordinary concrete has a higher plasticity (see Figure 5b). Then the ultimate strain of HPFRCC concrete is reached while the concrete is working plastically. Thus, ultimate strength of each material can be evaluated. When the load is applied on the whole surface, the strength of strengthened element can be calculated:

[f.sub.c.c.V] = [f.sub.c] * [V.sub.c] + [f.sub.H.c] * [V.sub.H.c], (1)

where [f.sub.c.c.v]--the compressive strength of composite element evaluating the mixture law, [f.sub.c]--the compressive strength of concrete material, [f.sub.H.c]--the compressive strength of high strength concrete, [V.sub.c]--the volume ratio of concrete material, [V.sub.H.c]--the volume ratio of high strength concrete material. If height of each material layer is equal, then volume ratios:

[V.sub.c] = [A.sub.c]/[A.sub.tot]; (2)

[V.sub.H,c] = [A.sub.H,c]/[A.sub.tot], (3)

where [A.sub.c]--the cross section of the concrete material, [A.sub.H.c] the cross section of the high strength concrete material, [A.sub.tot]--the total cross section of the strengthened element.

When the load is transferred through the internal core - concrete, the confinement effect should be evaluated. Strength of strengthened element can be calculated:

[f.sub.c.c.C] = [f.sub.c] + (1-v/v) * [f.sub.l]. (4)

where [f.sub.c.c.C] - the compressive strength of composite element evaluating the confinement effect, v--Poisson ratio (0.2), of internal concrete material, [f.sub.l]--the lateral strength of internal concrete material. The lateral strength is predicted from the equilibrium of internal forces (Figure 4):

[F.sub.l] = [F.sub.H.t]. (5)

For the rectangular stress distribution block (Figure 4a):

[f.sub.l] * r = [f.sub.H.t] * t;[f.sub.l] [f.sub.H,t] * t/r. (6)

For the triangular stress distribution block (Figure 4b):

[f.sub.l] * 1/2 = [f.sub.H.t] * t;[f.sub.l] [f.sub.H,t] * t * 2/r. (7)

3. Results

Experimentally and theoretically predicted resistance of strengthened elements is presented in Table 6. Confinement of concrete by HPFRCC material had increased the compressed strength of concrete by 4 times. It was experimentally proved that type of fiber also influences the increment of strength. The specimens with steel fibers had resisted a higher load than specimens with polyvinyl alcohol fibers. Tensile properties of HPFRCC2 material are better than of HPFRCC1 (see Table 5). The steel fibers possess higher tensile strength than polyvinyl alcohol fibers, thus steel fibers provide higher fracture energy. Strength of confined specimens with HPFRCC2 material was about 6% bigger than of specimens with HPFRCC1 material. Strength of fully loaded specimens had increased much more. At this time, the increment was influenced by a compressive strength of jacket. The compressive strength of HPFRCC2 material was higher than for HPFRCC1 material. Thus, strength of strengthened elements with HPFRCC2 material was about 19% higher than for specimens with HPFRCC1 material.

When the load is transferred through the internal concrete core, the concrete core and external HPFRCC jacket experience different stress-strain state. Internal concrete core works for compression and external jacket for tension. Bond of internal concrete with the external HPFRCC material jacket transfers compressive action for external jacket. Therefore, the expansion of internal concrete creates the tensile stresses in the external jacket and confined specimen fails then the tensile strength of the external jacket is reached. Such state is evaluated in Equation (4) and calculated results are presented in Table 6. However, the different distribution of internal (horizontal direction) stresses was evaluated. Evaluation of triangular distribution block (Figure 4b) had increased the lateral stress of confined concrete up to two times and this influenced better calculated result.

Then the load is transferred through the whole section, both materials experience the compression action. The mixture law which is applied to the composite elements may be evaluated. Nevertheless, the compatibility of strains should be taken into account. The ultimate strains when the concrete material or the HPFRCC material crush are similar to each other (Figure 5a and Figure 5b). This allows to evaluate the full compressive strength of each material in Equation (1). Good agreement of calculated result proves the mixture law.

Recorded compressive strains of the confined specimens show that the compressive strength of the external HPFRCC material was not fully utilized (see Figure 5c). These specimens failed then the tensile strength of external jacket material was reached. At the maximal load, external jacket loses its tensile strength and break off through the all height (see Figure 6a and Figure 6c). Specimens with the fully loaded section failed due to the crushing of internal and external concrete (see Figure 6b and Figure 6d). Loading through the whole section allows to utilize the full compressive strength of each material.

In Figure 5a S1 & S3 the test result of prisms (40x40x160) specimens with polyvinyl alcohol fibers after 7 & 28 days of curing is presented. S2 & S4 represent the test result of prisms (40x40x160) specimens with brass coated steel fibers after 7 & 28 days of curing. Figure 5b C1; C2; C3; C4; C5; C6 represents the testing of concrete cylinder. The specimens C7; C8; C9 & C10; C11; C12 represent test result of samples with polyvinyl alcohol fibers in Figure 5c, Figure 5d. The specimens C13; C14; C15 & C16; C17; C18 represent test result of specimens with brass coated steel fibers in Figure 5c, Figure 5d.


The strength of confined elements increased up to four times, the strength of confined concrete with HPFRCC material (polyvinyl alcohol fibers) increased up to four times, and the strength of specimens with brass coated steel fibers increased up to 4.2 times. The strength of fully loaded elements increased from 9.1 to 10.8 times respectively. The best increase of strength was gained with the HPFRCC material which contains brass coated steel fibers. Compressive and tensile tests of HPFRCC material with brass coated steel fibers showed the higher values. Especially tensile strength after 28 days increased up to 41%. This can be related with the better bond strength of steel fibers. HPFRCC material specimens with polyvinyl alcohol fibers failed in tensile test immediately after the crack opening. The polyvinyl alcohol fibers do not provide sufficient tensile hardening and softening.

Calculation of resistance of fully loaded strengthened elements proved validation of mixture law equation. Calculated resistance for specimens with polyvinyl alcohol fibers HPFRCC material varied by 4.8% and resistance for specimens with brass coated steel fibers varied by 13.5%. Calculated resistance of confined elements shows better results when the triangular lateral stress distribution block is used. For the specimens with polyvinyl alcohol fibers HPFRCC material resistance varied by 7% and resistance for specimens with brass coated steel fibers varied by 0.2%. By the evaluation of a rectangular block the resistance varied from 33.8% to 38% respectively.

Received 26 October 2018; accepted 16 January 2019


The authors are grateful to Hibeton for material supply and technical support.


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Vilnius Gediminas Technical University, Sauletekio al., LT-10223, Vilnius, Lithuania

* Corresponding author. E-mail:

Caption: Figure 1. Preparation of specimens: (a)--surface after treatment with high pressure water jet; (b)--specimens in the moulds

Caption: Figure 2. Loading of strengthened specimens: (a)--loading through the whole surface; (b)--loading through the internal concrete core. Here designations p--external load pressure; t--thickness of external jacket; r--radius of internal concrete cylinder; h - height of the specimen

Caption: Figure 3. Material specimens during test: (a)--high strength concrete prism; (b)--concrete cylinder; (c)--briquette specimen at direct tension test

Caption: Figure 4. Internal stresses and forces of confined element: (a)--evaluations of rectangular distribution block; (b)--evaluation of triangular distribution block

Caption: Figure 5. Graphs of experimental test: (a)--prisms made of HPFRCC1 and HPFRCC2 material; (b)--concrete cylinders; (c)--confined specimens; (d)--specimens loaded on whole surface

Caption: Figure 6. Specimens after experimental test: (a)--specimens confined with HPFRCC1 material; (b)--specimens strengthened with HPFRCC1 material; (c)--specimens confined with HPFRCC2 material; (d)--specimens strengthened with HPFRCC2 material
Table 1. Description of specimens

Specimen   Diameter   Height   Loading   Strengthening   Description
name         [mm]      [mm]     type       material

C1          149.83    295.67    Full          --         Control
C2          149.83    301.33   section                     specimens
C3          149.5     299.67
C4          149.67    301.33
C5          149.5      299
C6          149.17    299.67
C7          190.33    298.33    Core        HPFRCC1      Layer
C8           190      295.67   section                     thickness
C9           189      299.67                               t = 20 mm
C10         188.33    298.67    Full
C11         190.67     299     section
C12         188.67     297
C13         190.33     300      Core        HPFRCC2      Layer
C14         188.83    298.33   section                     thickness
C15          189      297.67                               t = 20 mm
C16          189      295.67    Full
C17         188.83    301.67   section
C18         189.33    297.33

Table 2. Composition of high strength concrete

High strength               Percentage    Percentage
concrete constituent        by weight,    by weight,
                            %, HPFRCC1    %, HPFRCC2

Cement and                     43.7        42.27
  pozzolanic additives
Sand and microfillers          47.86       46.30
Water                          6.66        6.44
Superplasticizer               0.74        0.72
Other additives                0.29        0.29
Brass coated steel fibers       --         3.98
Polyvinyl alcohol fibers       0.75         --

Table 3. Composition of concrete

Concrete constituent   Weight kg/[m.sup.3]

Cement                        83.19
Sand                         532.74
Water                         99.12
Stone Filler                 1338.1

Table 4. Material mechanical parameters
obtained from compression test

Specimen (quantity       Material   [f.sub.c]   Coef. Of    [f.sub.c]
of specimen)                        [MPa] (7    variation   [MPa] (28
                                     days of       [%]       days of
                                     HPFRCC)                 HPFRCC)

Cubes 150x150x150 (3)    Concrete      --          --         4.48
Cylinders 0150x300 (6)   Concrete      --          --          3.6
Prisms 40x40x160 (3)     HPFRCC1      77.63       4.18        90.97
Prisms 40x40x160 (3)     HPFRCC2      84.68       2.44        93.88

Specimen (quantity       Coef. Of    [E.sub.c]   [E.sub.c]
of specimen)             variation   [GPa] (7    [GPa] (28
                            [%]       days of     days of
                                      HPFRCC)     HPFRCC)

Cubes 150x150x150 (3)      3.88         --           --
Cylinders 0150x300 (6)     15.82        --         15.24
Prisms 40x40x160 (3)       8.47        41.5        38.85
Prisms 40x40x160 (3)        6.6        43.77       46.01

Table 5. Mechanical parameters of HPFRCC material obtained from
flexural and tensile test

Specimen (quantity     Material   [f.sub.ccl]   Coef. Of
of specimen)                        [MPa] 7     variation
                                     days          [%]

Briquettes (3)         HPFRCC1        --           --
Briquettes (3)         HPFRCC2        --           --
Prisms 40x40x160 (3)   HPFRCC1       6.63         14.2
Prisms 40x40x160 (3)   HPFRCC2       9.87         15.01

Specimen (quantity     [f.sub.ccl]   Coef. Of    [f.sub.cct]
of specimen)            [MPa] 28     variation      [MPa]
                          days          [%]        7 days

Briquettes (3)             --           --          5.43
Briquettes (3)             --           --           5.4
Prisms 40x40x160 (3)      6.01          7.1          --
Prisms 40x40x160 (3)      14.13        5.87          --

Specimen (quantity     Coef. Of    [f.sub.cct]   Coef. Of
of specimen)           variation    [MPa] 28     variation
                          [%]         days          [%]

Briquettes (3)           4.74         5.76         6.87
Briquettes (3)           13.05        7.61         23.49
Prisms 40x40x160 (3)      --           --           --
Prisms 40x40x160 (3)      --           --           --

Table 6. Experimental and calculated results of strengthened

Sample   Jacket      Loading      [F.sub.max]   Exp. Stress
name                                 [kN]          [MPa]

C7       HPFRCC1   Core section       240          13.59

C8                                   248.1         14.05
C9                                    264          14.95
C10                Full section      912.4         32.77
C11                                  917.6         32.15
C12                                  925.6         33.13
C13      HPFRCC2   Core section      400.3        22.66*
C14                                  264.8         14.99
C15                                  267.9         15.17
C16                Full section     1123.4         40.06
C17                                  1059          37.83
C18                                  748.2        26.59*

Sample     Avg. of     Coef. of     Calc.     Calc.
name     exp. Stress   variation   Stress    Stress
            [MPa]         [%]      (eq. 5)   (eq. 6)
C7                                  [MPa]     [MPa]

C8          14.19        4.87        9.4      15.19
C11         32.68        1.52            31.11
C14         15.08        0.844      9.36      15.11
C17         38.95        4.05            33.68
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Author:Kumar, Dinesh; Daugevicius, Mykolas
Publication:Engineering Structures and Technologies
Date:Jun 1, 2019

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