# Properties of Reinforced Concrete Steel Rebars Exposed to High Temperatures

Authors: İlker Bekir Topçu; Cenk Karakurt
Journal: Research Letters in Materials Science
 (2008)

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## Abstract

The deterioration of the mechanical properties of yield strength and modulus of elasticity is considered as the primary element affecting the performance of steel structures under fire. In this study, hot-rolled S220 and S420 reinforcement steel rebars were subjected to high temperatures to investigate the fire performance of these materials. It is aimed to determine the remaining mechanical properties of steel rebars after elevated temperatures.  Steels were subjected to 20, 100, 200, 300, 500, 800, and950∘C temperatures for 3 hours and tensile tests were carried out. Effect of temperature on mechanical behavior of S220 and S420 were determined. All mechanical properties were reduced due to the temperature increase of the steel rebars. It is seen that mechanical properties of S420 steel was influenced more than S220 steel at elevated temperatures.


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## Body

## 1. Introduction

Fire remains one of the serious potential risks to
most buildings and structures. Since concrete is widely used in construction,
research on fire resistance of concrete becomes more and more important. Many
researchers all over the world have done some researches on this subject. The
mechanical properties of all common building materials decrease with elevation
of temperature. The behavior of a reinforced concrete structure in fire
conditions is governed by the properties of the constituent materials, concrete,
and steel, at high temperature. Both concrete and steel undergo considerable
change in their strength, physical properties, and stiffness by the effects of
heating, and some of these changes are not recoverable after subsequent cooling
[1].It is necessary to have
safe, economical, and easily applicable design methods for steel members
subjected to fire. However, without fire protection,
steel structures may suffer serious damage or even collapse in a fire
catastrophe. This is because the mechanical properties of steel deteriorate by
heat during fires, and the yield strength of conventional steel at 600°C is less than 1/3
of the specified yield strength at room temperature [2]. Therefore,
conventional steels normally require fire-resistant coating to be applied [3]. The temperature increase in the steel member is governed
by the principles of heat transfer. Consequently, it must be recognized that
the temperature of the steel member(s) will not usually be the same as the fire
temperature in a compartment or in the exterior flame plume.Protected steel
will experience a much slower temperature rise during a fire exposure than
unprotected steel. Also, fire effect on steel member is influenced with its distance from the center of the fire, and if more
ventilation occurs near the steel in a fuel-controlled condition, wherein the
ventilation helps to cool the steel by dissipating heat to the surrounding
environment [4].Especially, temperature increase of steel and concrete in composite steel-concrete elements leads to a
decrease of mechanical properties such as yield stress, Young's modulus, and ultimate compressive strength of concrete [5]. Thus, load bearing of steel decreases when steel or composite structure is subjected to a fire action. If the duration and the intensity of the fire are large enough, the load bearing resistance can fall to the level of the applied load resulting in the collapse of the structure. However, the failure of the World Trade Centre on 11th September 2001 and, in particular, of building WTC7 alerted the engineering profession to the possibility of connection failure under fire conditions [6]. In this study, S220 and S420 ribbed concrete steel rebars were subjected to 7 different temperatures to determine the high temperature behavior of reinforcement steels.


## 2. Experimental Study

Experimental studies were conducted with 10 and 16 mm in diameter and 200 mm in length S220 and
S420 reinforcement steel rebars. Test specimens were subjected to 20, 100, 200,
300, 500, 800, and 950°C temperatures in a high furnace for 3 hours,
respectively.  At the end of the curing
process, steels were cooled naturally to the room temperature. Subsequently, tensile
tests were applied to steel reinforcement rebars. According to EN 10002-1
tensile strength, yield strength and elongation of the steel rebars were
determined for elevated temperatures [7]. The steel specimens tensile strength
tests were performed with 60 tons of loading capacity universal tensile
strength test machine. The loading speed of the test machine is adjusted
according to TS 708 code [8].


## 3. Test Results and Evaluations

### 3.1. Stress-Strain Relations

The average values for stress-strain
relationship for specimens that were exposed to various temperatures are given
in Figures1 and 2. The curves in Figures 1 and 2 were drawn with the
average test results of 10 and 16 mm in diameter steel specimens. The test conditions were
meant to simulate a building that had a fire so the changes in the mechanical
properties of reinforcing steels used in structures exposed to high temperature
could be determined. As seen from Figure 1, temperatures below 500°C have no significant
effect on mechanical properties of preheated and cooled S220 steel rebars. The
yield strength and splitting tensile strengths of S220 steels were similar up
to this temperature. However, the yield strength and splitting tensile strength
of the S220 steel rebars are reducing with the increase of temperatures over 800°C. A similar behavior
can be seen from the test results of S420-ribbed steel rebars (Figure 2). All
high temperature subjected steel specimens became more ductile temperatures
above 800°C.Figure 1
Stress-strain curve of S220 steel rebar.Figure 2
Stress-strain curve of S420-ribbed steel rebar.


### 3.2. Yield Strength

Yield strength of both reinforcing steel rebars was
affected with the elevated exposure temperatures. It
can be concluded from Figure3 that there is no variation in yield strength of reinforcing
steels with cover up to 300°C.
Plain reinforcing steel rebars have experienced the strain hardening already
for this temperature. According to Eurocode and TS EN 1993, before 400°C there is no decrease
in yield strength, but after this temperature a significant yield strength loss
occurs [9]. The yield strength losses of both S220 and S420 steel rebars
were 46% and 84% for 800°C exposure temperature, respectively. For further increase of temperature at 950°C, yield strength decreases were 64% and 89%, respectively. According to these
results, the remaining yield strength of S220 steel reinforcing rebar is higher
than S420-ribbed steel rebar after high-temperature exposure.Figure 3
Yield strength of steel rebars against temperature.


### 3.3. Tensile Strength

The tensile strength variation of steel reinforcement
rebars exposed to elevated temperatures is given in Figure4. On the light of these results, there was no
significance reducing of tensile strength for both types of steel rebars up to
500°C temperature.The tensile strength losses of both S220 and S420 steel rebars
were 51% and 85% for 800°C exposure temperature, respectively.  For
the highest exposure temperature at 950°C, tensile strength decreases were 60%
and 90%, respectively. According to these results, the remaining tensile
strength of S220 steel reinforcing rebar is higher than S420-ribbed steel rebar
after high-temperature exposure. However, it should be considered that the
possibility of complete strength loss of steel rebars at high temperatures when
a structure is subjected to a huge fire. The remaining strengths of both
reinforcing steel rebars after 500°C are lower than the design strengths of these steels.
Consequently, the remaining strength of the steel rebars in structures is
influenced with the exposure time and type of fire depending on the heat
transfer through concrete cover to steel parts [10].Figure 4
Tensile strength of steel rebars against temperature.


### 3.4. Elongation

The
relation between high temperature and splitting elongation ratio can be seen
from Figure5. The figure is demonstrated that both steel rebars show a same
elongation behavior under elevated temperatures. The elongation ratios of S220
steel rebars are higher than S420 rebars depending on the ductile fracture
behavior of this steel. After a fire inside the reinforced concrete building,
the deflections of the structural members increase with the ductile behavior of
the steel reinforcement at high temperatures.Figure 5
Elongation ratios of steel rebars against temperature.The elongation ratios were slightly increased up to
300°C, however, above this temperature material becomes brittle with decrease
of the elongation values. The elongation losses of both S220 and S420 steel
rebars were 1.2% and 1.6% for 800°C exposure temperature, respectively. For further
increase of temperature at 950°C, elongation ratios decreases were 1.6% and 3.3%,
respectively. According to these results, the elongation capacity of S420 steel
is lower than S220 steel under elevated temperatures. The S420 steel showed a brittle
fracture behavior under elevated temperatures. This behavior is not sufficient
for rebar steel in reinforced concrete structures.


### 3.5. Toughness

The
energy absorbent capacity of materials used in construction should be higher
against dynamic earthquake loads. The fracture energy of materials is defined
with the toughness concept. The toughness values of the steel rebars used in
experimental studies are given in Figure6. According to test results, the
toughness values of both types of steels were decreased after elevated
temperature exposure. However, up to 300°C, the toughness values were
increased due to the ductile behavior of both steels. The toughness losses of
both S220 and S420 steel rebars were 16% and 35% for 800°C exposure temperature,
respectively. For further increase of temperature at 950°C, toughness
decreases were 82% and 88%, respectively.Figure 6
Toughness of steel rebars against temperature.


## 3.1. Stress-Strain Relations

The average values for stress-strain
relationship for specimens that were exposed to various temperatures are given
in Figures1 and 2. The curves in Figures 1 and 2 were drawn with the
average test results of 10 and 16 mm in diameter steel specimens. The test conditions were
meant to simulate a building that had a fire so the changes in the mechanical
properties of reinforcing steels used in structures exposed to high temperature
could be determined. As seen from Figure 1, temperatures below 500°C have no significant
effect on mechanical properties of preheated and cooled S220 steel rebars. The
yield strength and splitting tensile strengths of S220 steels were similar up
to this temperature. However, the yield strength and splitting tensile strength
of the S220 steel rebars are reducing with the increase of temperatures over 800°C. A similar behavior
can be seen from the test results of S420-ribbed steel rebars (Figure 2). All
high temperature subjected steel specimens became more ductile temperatures
above 800°C.Figure 1
Stress-strain curve of S220 steel rebar.Figure 2
Stress-strain curve of S420-ribbed steel rebar.


## 3.2. Yield Strength

Yield strength of both reinforcing steel rebars was
affected with the elevated exposure temperatures. It
can be concluded from Figure3 that there is no variation in yield strength of reinforcing
steels with cover up to 300°C.
Plain reinforcing steel rebars have experienced the strain hardening already
for this temperature. According to Eurocode and TS EN 1993, before 400°C there is no decrease
in yield strength, but after this temperature a significant yield strength loss
occurs [9]. The yield strength losses of both S220 and S420 steel rebars
were 46% and 84% for 800°C exposure temperature, respectively. For further increase of temperature at 950°C, yield strength decreases were 64% and 89%, respectively. According to these
results, the remaining yield strength of S220 steel reinforcing rebar is higher
than S420-ribbed steel rebar after high-temperature exposure.Figure 3
Yield strength of steel rebars against temperature.


## 3.3. Tensile Strength

The tensile strength variation of steel reinforcement
rebars exposed to elevated temperatures is given in Figure4. On the light of these results, there was no
significance reducing of tensile strength for both types of steel rebars up to
500°C temperature.The tensile strength losses of both S220 and S420 steel rebars
were 51% and 85% for 800°C exposure temperature, respectively.  For
the highest exposure temperature at 950°C, tensile strength decreases were 60%
and 90%, respectively. According to these results, the remaining tensile
strength of S220 steel reinforcing rebar is higher than S420-ribbed steel rebar
after high-temperature exposure. However, it should be considered that the
possibility of complete strength loss of steel rebars at high temperatures when
a structure is subjected to a huge fire. The remaining strengths of both
reinforcing steel rebars after 500°C are lower than the design strengths of these steels.
Consequently, the remaining strength of the steel rebars in structures is
influenced with the exposure time and type of fire depending on the heat
transfer through concrete cover to steel parts [10].Figure 4
Tensile strength of steel rebars against temperature.


## 3.4. Elongation

The
relation between high temperature and splitting elongation ratio can be seen
from Figure5. The figure is demonstrated that both steel rebars show a same
elongation behavior under elevated temperatures. The elongation ratios of S220
steel rebars are higher than S420 rebars depending on the ductile fracture
behavior of this steel. After a fire inside the reinforced concrete building,
the deflections of the structural members increase with the ductile behavior of
the steel reinforcement at high temperatures.Figure 5
Elongation ratios of steel rebars against temperature.The elongation ratios were slightly increased up to
300°C, however, above this temperature material becomes brittle with decrease
of the elongation values. The elongation losses of both S220 and S420 steel
rebars were 1.2% and 1.6% for 800°C exposure temperature, respectively. For further
increase of temperature at 950°C, elongation ratios decreases were 1.6% and 3.3%,
respectively. According to these results, the elongation capacity of S420 steel
is lower than S220 steel under elevated temperatures. The S420 steel showed a brittle
fracture behavior under elevated temperatures. This behavior is not sufficient
for rebar steel in reinforced concrete structures.


## 3.5. Toughness

The
energy absorbent capacity of materials used in construction should be higher
against dynamic earthquake loads. The fracture energy of materials is defined
with the toughness concept. The toughness values of the steel rebars used in
experimental studies are given in Figure6. According to test results, the
toughness values of both types of steels were decreased after elevated
temperature exposure. However, up to 300°C, the toughness values were
increased due to the ductile behavior of both steels. The toughness losses of
both S220 and S420 steel rebars were 16% and 35% for 800°C exposure temperature,
respectively. For further increase of temperature at 950°C, toughness
decreases were 82% and 88%, respectively.Figure 6
Toughness of steel rebars against temperature.


## 4. Conclusions

As described in the previous studies, steel
structural members loose strength under elevated temperatures. In this study, the
mechanical properties of steel rebars were investigated which exposed to high
temperatures and cooled to room temperature. According to test results, the
most common reinforcing steel rebar S420 showed a brittle fracture mechanism
under elevated temperatures. Splitting yield strength, tensile strength,
elongation, and toughness values were low for S220 steel. These results
demonstrate that S220 type of steel rebar is less affected than S420 steel
under elevated temperatures. The authors suggest that the protective cover
thickness should be higher for increasing the fire safety of reinforced
concrete members.



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*Source: 814137-2008-05-15.xml*