Effect of transverse reinforcement corrosion on ...

Effect of transverse reinforcement corrosion on compressive strengthreduction of stirrup-confined concrete: an experimental study

ALI GOHARROKHI1, JAMAL AHMADI1,*, MOHSEN ALI SHAYANFAR2,

MOHAMMAD GHANOONI-BAGHA3 and KIARASH NASSERASADI1

1Department of Civil Engineering, Faculty of Engineering, University of Zanjan, Zanjan, Iran2School of Civil Engineering, Iran University of Science and Technology, Tehran, Iran3Department of Civil Engineering, East Tehran Branch, Islamic Azad University, Tehran, Iran

e-mail: [email protected]; [email protected]; [email protected]; [email protected];

[email protected]

MS received 24 May 2019; revised 28 October 2019; accepted 15 December 2019

Abstract. Stirrups of reinforced concrete members are very prone to corrosion compared with longitudinal

reinforcements, resulting from their small concrete covers, which lead to concrete cracking and spalling. Due to

the adverse effects of corrosion, this article aims to investigate the amount of reduction in the capacity of

reinforced concrete specimens in different corrosion degrees. For this purpose, an experimental investigation is

carried out on 22 reinforced and non-reinforced rectangular prism specimens, of which 12 reinforced specimens

are corroded. The test variables contain the corrosion percentage, and the stirrup diameter and spacing.

Eventually, all specimens are tested for compressive strength for 90 days. The experimental results show that the

reduction of compressive strength depends on the corrosion percentage and stirrup diameter. According to this

conclusion, a new formulation is proposed to express the relationship between compressive strength reduction

and its effects.

Keywords. Concrete; stirrup; confinement; corrosion; compressive strength.

1. Introduction

Corrosion in reinforced concrete structures constructed in

areas with high corrosive factors is an inevitable fact that

seriously affects the serviceability, safety and performance

of such structures and reduces their lifetime [1–5]. In the

reinforced concrete structures, the occurrence of corrosion

in the transverse reinforcements is earlier than the longi-

tudinal reinforcements. This is due to the fact that the

transverse bars are closer to the concrete surface than the

longitudinal reinforcements. On the other hand, those that

have smaller diameters than the longitudinal bars lead to

high vulnerability to corrosion and more serious damage to

structures [6, 7].

Several experimental studies on corroded reinforced

concrete specimens demonstrated that the corrosion of

transverse reinforcements plays a vital role in the behaviour

of reinforced concrete members [8–12]. In this regard, Xia

et al [11] investigated the behaviour of corroded reinforced

concrete beams under a concentrated load. They demon-

strated that there is a considerable discrepancy between the

corroded and non-corroded beams as well as an increase in

the beam displacement when the amount of the concentrated

load is more than 20–30% of the ultimate load. In

another study, Ou and Chen [12] applied a cyclic loading to

corroded reinforced concrete beams. Based on their results,

one can realize that corrosion up to 6% would not have a

significant effect on the beam behaviour. Despite an

increase in the corrosion rate, they concluded that the mode

of failure changes from flexural to flexural-shear, the

amount of ultimate load does not change significantly and

the ultimate displacement and ductility decrease. Shayanfar

et al [13] conducted an experimental investigation into

reinforced concrete specimens with different water/cement

ratios under accelerated corrosion and proposed an equation

for reduced compressive strength caused by corrosion.

Ghanooni-Bagha et al [3] evaluated the reduction of com-

pressive strength attributable to corrosion in self-compact-

ing concrete with mineral admixtures. They concluded that

the compressive strength approximately decreases by 20%

when the crack width roughly increases by 1 mm, indi-

cating 7–12% corrosion in the reinforcements.

Despite various research studies along with several

analytical models concerning the strength of confined

concrete, there is no attempt at considering the effects of

the corrosion on reinforcements. Due to the limited*For correspondence

Sådhanå (2020) 45:49 � Indian Academy of Sciences

https://doi.org/10.1007/s12046-020-1280-0Sadhana(0123456789().,-volV)FT3](0123456789().,-volV)

experimental investigations regarding the corroded transverse

reinforcements, this article experimentally assesses the

reduction of confinement strength of reinforced concrete

specimens caused by the corrosion of stirrups. The

experimental study includes (i) the construction of 22

reinforced and non-reinforced rectangular prism specimens,

in which 12 reinforced specimens are corroded, (ii)

implementation of the test program for 90 days and (iii)

consideration of the corrosion percentage, stirrup diameter

and stirrup spacing as the main variables of the experi-

mental study. Results indicate that the reduction of com-

pressive strength depends on the corrosion percentage and

stirrup diameter. Accordingly, a new formulation is pro-

posed to express the relationship between the compressive

strength reduction and its consequences on the rectangular

cube concrete specimens. The main novelty of the proposed

formulation is to utilize it in order to estimate the residual

strength of reinforced concrete with corroded stirrups for

the rehabilitation and retrofitting of reinforced concrete

structures.

2. Confinement mechanism by stirrups

The confinement of concrete increases the concrete strength

and plastic strain [14–17] and limits the crack growing in

concrete [18]. When the transverse reinforcements have

low stresses, it is reasonable to expect a non-confined

concrete behaviour. On increasing stresses in the transverse

reinforcements the concrete approaches its ultimate

strength, leading to the expansion of internal cracks and

large lateral strains. In such a case, the confinement of

concrete by the transverse reinforcements helps increase the

concrete strength and provide an appropriate confinement

behaviour of concrete [14, 19].

Because the pressure of confinement attributable to

stirrups is applied only at edges where the longitudinal

reinforcements are present, a part of concrete core behaves

as a non-confined area. This phenomenon is depicted in

figure 1. Under a compressive load applied to the concrete,

the lateral strain increases. In such a case the stirrup forces

at the areas of longitudinal reinforcements reach the failure

strength and remain constant, whereas they decrease at the

areas between the longitudinal reinforcements.

Figure 2a shows the confinement of a square concrete

column. In the case of using cross-ties or internal stirrups

for holding the longitudinal reinforcements the other areas

reach the maximum forces, as illustrated in figure 2b for

different reinforcement arrangements.

The distribution of pressure caused by the confinement

depends on the arrangement of reinforcements. Figure 3

depicts the cross-section of a concrete column with four

stirrup legs in the direction y. The confinement stresses in

the directions x and y for calculating the compressive

strength of concrete are given as

flx ¼P

Asfyt

dcy:sð1Þ

fly ¼P

Asfyt

dcx:sð2Þ

where dc, fyt, As and s denote the width of concrete core

perpendicular to the confinement stress, the failure stress of

stirrup, the cross-section of the stirrup leg and the stirrup

spacing, respectively.

There are several analytical models for the stirrup-con-

fined concrete [17]. One of the simplest and most useful

approaches is to use the confinement effectiveness coeffi-

cient (ke). This coefficient is based on the configuration and

longitudinal space of stirrups, and the percentage and

spacing of the longitudinal reinforcements. Table 1 lists

two well-known analytical models of the confinement

effectiveness coefficient. In this table, wi, qcc and nl are the

ith clear transverse spacing between adjacent longitudinal

bars, the ratio of the area of the longitudinal steel to the area

of section core and the number of longitudinal reinforce-

ments at the edge of stirrup or the number of cross-ties

around the column perimeter. By determining the effective

confinement stress in any direction and using figure 4, it is

possible to obtain the strength of confined concrete in the

following forms:

Figure 1. The concrete confinement in columns with rectangular

stirrups [20].

49 of 9 Sådhanå (2020) 45:49

flxe ¼ keflx; ð3Þ

flye ¼ kefly: ð4Þ

3. Corrosion mechanism

The corrosion mechanism begins with destroying the pro-

tective layer on the steel bars. In general, the steel rein-

forcements are corroded by moisture and oxygen when

sufficient chlorine ions reach their passive layers. Under

such circumstances the environment serves as an anode,

and the remaining passive steel behaves as a cathode [23].

From figure 5, it can be observed that an increase of rust

volume in the confined concrete leads to an increase in the

internal stress and cracking of the concrete cover [24, 25].

Depending upon the ratio of steel bar diameter to the

concrete cover, the research works in [26, 27] demonstrated

that the reduction of 20–300 lm in the diameter of the steel

bar causes cracking in the cover. On this basis, it is

expected that the cracking will lead to a more severe pen-

etration of destructive factors and considerable damages to

the structure [24, 28].

4. Experimental work

In order to investigate the effect of corrosion of stirrups on

the ultimate strength of confined concrete under uniaxial

compression, the experimental work began with preparing

22 rectangular prism specimens, including the cross-section

of 200 9 200 mm2 and 320 mm height. They were cllasi-

fied into two non-reinforced and 20 reinforced concrete

specimens, of which 12 reinforced specimens were cor-

roded. Furthermore, four standard cylindrical concrete

specimens were constructed to determine the compressive

strength for 28 and 90 days. The variables of experimental

investigation included the percentage of corrosion, and the

diameter and spacing of stirrups. Finally, all specimens

were tested for the compressive strength for 90 days.

On the other hand, the concrete was designed based on

the 28-day compressive strength of 25 MPa. The concrete

mix design is listed in table 2. The cement for the concrete

specimens was ordinary Portland cement (Type II). The

fine aggregate was river sand; the coarse and fine aggre-

gates were crushed, and the maximum size of coarse

aggregate was 19 mm (coarse and fine aggregate density

was 2600 and 2550 kg/m3, respectively, and fineness

modulus of fine aggregate was 2.65). Also, in the concrete

mixes, a superplasticizer was used to reach

suitable workability.

Moreover, the curing of the corroded and non-corroded

specimens was performed under the same condition. The

longitudinal reinforcements of the diameter of 12 mm (d12)

and the stirrups of the diameters of 4, 6 and 8 mm (d4, d6

Figure 2. (a) The lateral pressure in square columns. (b) The lateral pressures for different reinforcement arrangements [21].

Figure 3. The confinement stress caused by the rectangular

stirrups [19].

Sådhanå (2020) 45:49 of 9 49

and d8) were applied to construct the reinforced specimens

as shown in figure 6. The yielding stresses of d12 and d8 are

identical at 391 MPa; yielding stress of d6 is 262.4 MPa,

and d4 is equal to 240.92 MPa.

4.1 Specimens preparation

The reinforced specimens were made from 4 longitudinal

reinforcements of the diameter of 12 mm as well as the

stirrups of the diameters of 4 and 6 mm, which were placed

at 70 and 140 mm spaces. At the end of the reinforced

specimens, as shown in figure 7, the stirrups of the diameter

of 8 mm were used to prevent a splitting fracture of con-

crete at the loading zones [29, 30]. The specifications of the

reinforced concrete specimens are available in table 3.

According to ACI 318-14, a 90-degree hook was used for

stirrups by providing a sufficient straight extension [31]. In

order to utilize the accelerated corrosion technique, a

coated copper wire for the connection of middle stirrups

was exploited to provide an electric current. Before

applying corrosion, specimens were cured for 28 days. Due

to corroded specimens exposed to moisture, 90 days spec-

imens are preserved in a water reservoir.

4.2 Applying corrosion to stirrups

The corrosion of steel bars in reinforced concrete members

is an electrochemical process. When an electric direct cur-

rent (DC) is manually applied to steel, one can expect that

the electrochemical process expedites the corrosion of steel.

An effective way of applying damage stemming from the

corrosion of reinforcements in experimental investigations

is the accelerated corrosion technique [13]. On this basis, the

specimens are placed in a plastic tank containing 5% saline

(NaCl) solution. Subsequently, a power supply is used to

apply an external DC [32]. From figure 8, one can discern

that the positive and negative sides of the power supply are

connected to the steel (the transverse reinforcements) and a

copper sheet, respectively. It is worth remarking that the

positive side acts as an anode, while the negative side

behaves as a cathode. In order to facilitate the compressive

strength test, the upper part of the specimen is placed out of

the water surface. It needs to be mentioned that a practical

approach to protecting the reinforcements against corrosion

is to use zinc-rich [33]. Therefore, the longitudinal and

transverse bars of the diameters of 8 mm were covered by

zinc-rich before the process of reinforcement.

4.3 Loading

Before the loading process, the specimens were brought out

from the reservoir containing 5% saline solution and dried

for 1 week in the laboratory environment. Subsequently, all

specimens were subjected to an axial compressive loading

Figure 4. The strength of confined concrete as a function of

effective confinement stresses [22].

Figure 5. The concrete cracking caused by corrosion.

Table 1. Analytical models of the confinement effectiveness

coefficient.

Author Confinement effectiveness coefficient

Mander et al [22]

ke ¼1�

Pw2i

6dcxdcy

� �

1� s2dcx

� �1� s

2dcy

� �

1� qcc

Paultre and Legeron

[17] ke ¼ nl�2nl

� � 1� s2dcx

ð Þ 1� s2dcy

� �

1�qcc

49 of 9 Sådhanå (2020) 45:49

test using a 2000 kN concrete compression testing machine.

Eventually, the test was terminated at the failure or fracture

times.

5. Experimental results

This section presents the results of an experimental inves-

tigation into the effect of corrosion on the reduction in the

compressive strength of corroded and non-corroded stirrup-

confined concrete specimens. As discussed earlier, the

specimens were tested at the same age (for 90 days), in

which case one can consider that the increase in the men-

tioned age does not have any influence on the increase of

the concrete strength. Additionally, similar loading rates

were incorporated into all specimens.

In order to evaluate the effect of corrosion of rein-

forcements on the confinement the amounts of corrosion

and confined force were defined as the variables, and the

other parameters for all specimens remain invariant. Based

on Eqs. (1) and (2), the variables of the confined force

included the diameter of the stirrup, the width of the con-

crete core and the spacing of stirrups. In this regard, fig-

ure 9 shows the manner of fracture of the non-corroded

specimens. The ratios of the increase in the compressive

strength of the confined concrete to the non-confined con-

crete (fcc/fc0), as well as the comparison of this ratio with

the analytical models of Mander et al [22] and Paultre and

Legeron [17], are listed in table 4. Also, this table presents

the mean and standard deviation associated with the

Table 2. Concrete mix design in the experimental program.

w/c W

C

(kg/m3)

CA

(kg/m3)

FA

(kg/m3)

fc (28 days)

(MPa)

fc (90 days)

(MPa)

0.48 180 375 896 879 23.4 29.8

c: water to cement; CA: coarse aggregate; FA: fine aggregates.

Figure 6. The geometry and details of specimens [29, 30].

Figure 7. The details of reinforcements.

Table 3. Specifications of the reinforced concrete specimens.

Name Stirrup diameter (mm) Spacing of stirrups (mm)

A 6 (d6) 140

B 6 (d6) 70

C 4 (d4) 140

D 4 (d4) 70

Figure 8. The process of applying corrosion.

Sådhanå (2020) 45:49 of 9 49

experimental results and analytical models. The results

have the smallest difference in Mander’s analytical model.

After the corrosion of specimens and the implementation

of their compressive strength test, the amount of reduction

in the confined strength of the corroded specimens con-

cerning the non-corroded ones is determined. According to

the ASTM-G102 standard, the percentage of corrosion is

then obtained using the reduced weight of corroded stirrups

in the specimens. Table 5 gives the values of corrosion

percentages and the parameter of confinement strength

reduction (k) obtained from Eq. (5):

fcc�corr ¼ 1� kð Þfcc ð5Þ

The changes in the reduction of compressive strength

against different corrosion levels and bar diameters are

illustrated in figure 11. As can be seen, the specimens with

small stirrup spacing (i.e., large confinement) indicate

minor effect of corrosion. More precisely, the specimens

prepared from the stirrup d4 demonstrate high levels of

corrosion due to the high corrosion degrees, which lead to

cracking (figure 10). In contrast, the specimens prepared

from the stirrup d6 have minor corrosion percentages. This

is because of the occurrence of cracking (the corrosion

consequence) in minor corrosion degrees. The other

important observation in figure 11 is concerned with the

Figure 9. Process of cracking: (a) the non-reinforced cylindrical

specimen and (b) the non-corroded reinforced specimen after the

separation of the concrete cover.

Table 4. Ratio of increase in the strength of confined specimens and comparison with analytical models.

Specimen fcc/fc0* (MPa) fl (MPa)

Ke fcc/fc0 Experimental/model

[22] [17] [22] [17] [22] [17]

A0 1.14 0.829 0.289 0.145 1.12 1.18 1.02 0.97

B0 1.36 1.659 0.597 0.300 1.35 1.56 1.01 0.87

C0 1.03 0.288 0.287 0.145 1.07 1.11 0.96 0.93

D0 1.1 0.577 0.594 0.300 1.15 1.22 0.96 0.90

Average = 0.99 0.92

1 – average = 0.01 0.08

Standard deviation = 0.03 0.04

Average results of two specimens at the age of 90 days.

Table 5. Relationship between the changes in confined strength

and corrosion.

d6 d4

Specimen Cw (%) fcc/fc k Specimen Cw (%) fcc/fc k

S = 140 mm

A0 0.00 1.14 0.00 C0 0.00 1.03 0.00

A1 2.10 1.11 0.03 C1 7.14 0.95 0.08

A2 3.40 0.99 0.15 C2 8.50 0.94 0.09

A3 5.56 0.91 0.23 C3 10.71 0.95 0.08

S = 70 mm

B0 0.00 1.36 0.00 D0 0.00 1.10 0.00

B1 2.30 1.34 0.02 D1 5.10 1.05 0.05

B2 3.70 1.26 0.10 D2 10.10 1.02 0.08

B3 4.63 1.13 0.23 D3 12.05 1.03 0.07

Figure 10. Damage of the corroded reinforced specimens:

(a) cracking and (b) crack expansion.

49 of 9 Sådhanå (2020) 45:49

low slope of the diagram in the low corrosion degrees (i.e.

approximately 2%). When the degree of corrosion increa-

ses, however, one can discern that the diagram slope

increases and the compressive strength decreases signifi-

cantly. Moreover, it is observed from figure 11 that up to

3% corrosion, the slope of the diagram for the stirrups with

larger diameters is small. For corrosion larger than 3%, the

compressive strength is highly sensitive to corrosion.

Based on the results obtained from figure 11, the fol-

lowing formulation expresses the effect of the stirrup cor-

rosion on the reduction of the confined strength for the

preparation of the specimens from the stirrup d6 using the

least-square regression method:

k ¼ 0:05Cw � 0:04 ð6Þ

where Cw denotes the corrosion level. Note that the corre-

lation coefficient is given by 0.83. Figure 12 depicts the

experimental data and the fitting line. After calculating k,the reduced compressive strength can be determined using

Eq. (2).

By eliminating the specimens C3 and D3, the formula-

tion regarding effect of stirrup corrosion on reduction of

confined strength for the preparation of specimens from d4is expressed by Eq. (7):

k ¼ 0:009Cw þ 0:005 ð7Þ

Figure 11. Changes in the reduction of the compressive strength against different corrosion levels and stirrup diameters.

Figure 12. Fitting line for the stirrup d6.

Figure 13. Fitting line for the stirrup d4: (a) all specimens except for C3 and D3 and (b) all specimens.

Sådhanå (2020) 45:49 of 9 49

For this equation, the correlation coefficient is 0.91. It is

essential to clarify that the main reason for eliminating the

specimens C3 and D3 is related to their invalid descending

diagram forms. Having considered all specimens, one can

propose Eq. (8) with the correlation coefficient equal to

0.76:

k ¼ 0:007Cw þ 0:015 ð8Þ

Finally, figure 13 shows the experimental data and fitting

line for the stirrup d4.

6. Conclusions

This work experimentally investigated the reduction in the

compressive strength of concrete caused by the corrosion of

stirrups. Accordingly, several rectangular prism specimens

reinforced by constant longitudinal reinforcements of the

diameter of 12 mm and transverse bars of the diameters of

4 and 6 mm placed at 70 and 140 mm spaces were con-

structed and tested under different corrosion degrees in

order to determine the ultimate compressive strength. Since

limited investigations have assessed the reduction of con-

finement caused by the corrosion of stirrups, a limited

number of specimens have been considered for initial

evaluation. However, the results are limited to the condi-

tions and the specimens studied in this article. Further

studies and consideration of various conditions are needed

to obtain a more comprehensive relationship. Based on the

experimental results, a formulation was proposed to cal-

culate the reduction of the compressive strength concerning

the corrosion degree of the bars with different diameters.

The main reason for choosing the bar diameter is related to

the discrepancy in the sensitivity to corrosion.

The experimental results demonstrated that the stirrups

with large spacing and minor confinement were more sensi-

tive to corrosion. Moreover, it was observed that the prepa-

ration of specimens from the stirrups d4 further reduced the

compressive strength in the lower corrosion degrees (ap-

proximately 3%). With increasing degree of corrosion, the

specimens prepared from the stirrups d6 were more sensitive

to corrosion. This conclusionmay stem from the fact that low

corrosion degrees leads to more reductions in the bond of the

stirrups of smaller diameter. To summarize, it can be con-

cluded that the corrosion of transverse reinforcements

decreases the confined strength. However, this reduction

depends on the stirrup diameter and corrosion degree. In this

regard, the stirrups of the diameters of 4 and 6 mm are sen-

sitive to low and high corrosion degrees, respectively. Thus,

it is recommended to use stirrups with small diameters in

areas exposed to serve environmental conditions.

List of symbolsAs cross-section of the stirrup leg

Cw corrosion level

dc width of concrete core perpendicular to the

confinement stress

fc0 compressive strength of non-confined concrete

fcc compressive strength of the confined concrete

flx confinement stresses in the x direction

fly confinement stresses in the y direction

fyt failure stress of stirrup

ke confinement effectiveness coefficient

nl number of longitudinal reinforcements at the edge of

stirrup

s stirrup spacing

wi ith clear transverse spacing between adjacent

longitudinal bars

k parameter of confinement strength reduction

qcc ratio of the area of the longitudinal steel to the area of

section core

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