Evaluation of RC Elements Under High-Temperature Conditions with different Locations: Analytical Investigation

doi:10.21203/rs.3.rs-2629506/v1

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Evaluation of RC Elements Under High-Temperature Conditions with different Locations: Analytical Investigation

https://doi.org/10.21203/rs.3.rs-2629506/v1

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Developments in the field of construction has taken an encompassing transformation in the design of structures. Concrete technology has also seen several advancements with the inclusion of reinforcement materials like steel and iron in them which are called as the (RC) Reinforced Concrete. Amidst several developments in the technology of the structural design for a quality construction, RC structural element failure under higher temperature with load remains as one of the most critical mechanisms to be addressed with the recent advancements. There are several methods and studies that try to rule out such failure mechanism with certain improvised methodologies in the fire resistivity behavior of concrete structures. Nevertheless, only a few studies have concentrated on the interaction between the structural and functional elements in the emergence of fire. Considering this, the present work concentrates on the behavior of RC infilled frames with elements like beam, column and beam column joints under higher temperatures and load for which the ABAQUS finite element software is used. The model is simulated with a transient state analysis and characteristics like deflection, stiffness, principal stress are studied for the RC beam, column and beam column joints with varied temperature and load. The outcome of the simulation shows the effect of load and temperature on RC elements and the respective performance graphs are plotted.

Reinforced Concrete (RC) frame

Finite element analysis

Temperature and loading

Deflection

Stiffness

Stress

The rapid mark up of population causes the exigency for the construction of buildings, industries, factories and houses. Agriculture being the major livelihood in the Indian villages is now down the hill as most of the village areas are urbanized and industrialized. A recent prediction has stated that in the mere future habitation and industrialization will be on the vertical plane than on the horizontal plane which is the case in most of the cities in India nowadays. With the rising demand in the construction of buildings safety of the structure and collapse failure management are to be considered as the prime measures to ensure the safety of the buildings. Unbalanced breakdown and temperature rise of certain elements cause fire accidents where the life of people under such building becomes miserable. One such example is the World Trade Centre (TWC) towers that perished due to the fire aftermath the crash. TWC was constructed with framed tube structural system. Though a quality construction strategy was followed in the construction of twin towers, the impact of the crash was so massive that the core of the building and the fire protection system debilitated and finally the building started to lose the ability to carry the loads. Protection from fire, moisture, noise and temperature can be achieved with Reinforced Concrete (RC) frames with in filled walls. Failure of RC frames and load resistance become the major failure patterns when the in filled walls do not contain the separation joints [1]. Corrosion of RC frames is another cause that impacts the lifetime of buildings. Such frames do not withstand calamities [2]. Besides the conceptual fact of concrete being the material that is incombustible there arise several inconsistencies in the concrete under high temperatures. Though several experiments have also been conducted to check the behavior of concrete under high temperature, the characteristic feature of concrete under higher temperatures is still under studied. Hence a detailed study and experimental analysis have to be done to check concrete behavior under higher temperatures mainly with the scenario of FFE- fire followed after earthquake [3]. Safety of structure under seismic conditions is generally ensured with the in fills done with masonry. There are several contemporary techniques available to check the safety of in filled buildings and frames that are bare [4]. Complete safety of the structures is mainly attained with certain techniques that needs to incorporated at that the time of construction and tests done prior to the construction [5]. Despite having the quality construction there occur certain collapses due to higher temperatures, hence suitable remedial conditions have to be followed. Generally, RC structures are robust under loading, yet the robustness under higher temperatures is not found to be ideal. Hence, the major contributions of the study includes, the basic principle of column, beam and beam column joints for exterior and interior joints with prototype.To study the effect of deflection, stiffness, stress in RC structures with in filled frames behavior at higher temperature with loading using transient state analysis.

An alternative approach is focused for the collapse opposition of structures with an alternating path of load in order to identify the system capability. An experimental analysis is done to test the durability of the frames, components used, and the entire structure of building. An attempt was also made to identify the methods are resistive against collapses. The detailed review of study concludes with the need for development in the identification of suitable method to prevent the collapses [6]. BFRP – (Basalt Fiber Reinforced Polymer) is used to test the T beams of RC flexural characteristics. For which analytical as well as experimental analysis were made. The test conditions included symmetric loading with a one point static condition upon the selected beams with an angle inclined at 45° and 90° degree that wrap the failure. Both of the angle inclinations of failure wrap is studied to check the effects upon the beams. The tests concluded that BFRP that were bonded superficially improved the flexural behavior with minimal beam deflection [7].The mechanical characteristics of CFSTRC- Concrete-Filled Steel Tube Reinforced Concrete is studied with the column and beam under incidents of fire. It was examined from the study that frame structures possessed minimal resistance to fire than compared to the fire resistive ability of single columns. Hence the fire resistive ability of frames have to focused in the design procedure [8]. The main deformities that occur due to the post-earthquake fires include spalling of concrete, cracking, etc. are analyzed to identify the reasons for failure under elevated temperatures. These deformities are considered as the parameters that cause the geometric destruction in order to finds the distribution of the thermal properties. The study predicted the elevated temperature withstanding ability of the column with an equation. The study also concluded that an overall impact was seen on the columns with the geometric destruction with spalling experiencing drastic effects then follows cracking and residual deformation [9]. Another study focused upon the thermo mechanical analysis of the RC frames non-linearly when they are under fire accidents. The work moreover insisted on the non-linearity in terms of thermal gradients and material where a coupling is exerted between the structural and thermal analysis. The model seemed to predict the RC frames responses [10]. The response of load deflection was studied for the middle joint with a procedure that includes four stages that include arching, mechanism, catenary and transient stages. This model has the ability to response of the frames that are symmetrical [11]. The development of the structure with the finite element model was done with RC structural frame as the basis. Under the absence of seismic conditions, an incorporation of the BRB- Buckling Restrained Brace is considered. The result showed that under seismic conditions the shear of column was much reduced with BRB [12].The response behavior of concrete of steel structures was studied with respect to the impact of temperature in them. The investigation was done numerically with ISO – Inelastic Second Order[13]. RC structural frames are validated for the resistivity against the seismic conditions and the fire occurs aftermath using ABAQUS. For which the wrapping and reinforcement are incorporated. An improved performance was seen with the BFRP. Moreover it was also found that reduced stiffness during higher temperatures can withstand the fire hence a combination of steel along with BFRP can produce an improved stiffness than regular bars of steel [14]. Not only BFRP are found to be robust, FRCM- Fiber Reinforced Cementitious Matrix are found to be robust with RC frames with non-ductility[15]. An investigation was done analytically to study the reinforcing frames present in the knee joints of beam column. Simulation was done to show the robustness of the model and was carried out with RBSM- Rigid Body Spring Model in 3D to analyze the RC frames in the joints of beam column [16]. Another study also focused upon the ability of the behavior of RC joint of beam column under elevated temperatures where varied loading conditions were employed. The study observed the temperature within the specimen with the thermocouple that is k type for a time interval of every 10 minutes. The results showed that the under elevated temperatures in the joints the rotations changed in them [17]. An experimental analysis on three RC frames of varied lengths and same height under an incident of fire showed that all of the three structures endured the fire for an hour with no deformation at the phase of heating. However the result predicted the possibility of collapse with increased ratio of opening and length [18]. There are also studies that concentrates upon the RC frames thickness of the cover with ABAQUS. The results showed that the thermal resistivity and performance of the structure increased with the thickness of cover of 45mm with improved durability[19]. Another analysis on the 3D RC prototype of single-storey under elevated temperatures with ABAQUS showed that the infills and slab into the RC frames can increase the performance of the frames with improved stiffness [20]. An experimentation on the RC column and frame with ABAQUS showed that with the incidents of fire at varied temperatures a better performance was observed with FRP under lower temperatures[21].

Fields of construction take the most recent advancements to ensure the safety of structures. One among such advancements includes the Reinforced Concrete –RC that improves the quality more than the concretes that are used conventionally. Therefore this work aims in the development of RC with Fe415 steel rod and M30 grade concrete. To obtain an analytical analysis, RC structural elements like beam, column and beam column joint with exterior and interior joints are exposed to loads and higher temperature. A transient state analysis is carried out with the locations that are critical with the considered RC structural elements. The software used for this analysis is the ABAQUS finite element. There are certain properties that are exhibited by the elements of RC that are used in the determined prototype of this study. Thermal properties like thermal heat, specific heat, and thermal expansion are tested. The steel and concrete selected are the standard reference models. The temperatures that are considered for the analysis along with the corresponding values are seen in Table 1

Table 1

Thermal Properties of Concrete and Steel Materials used
Temp (°C)	CONCRETE			STEEL
Temp (°C)	Thermal conductivity W/m K	Linear expansion	Specific Heat (J/kg K)	Thermal conductivity W/m K	Linear expansion	Specific Heat (J/kg K)
20	1.95	9.2E-09	900	53.33	0	439.8
100	1.77	9.3E-06	900	50.67	0.00001248	487.6
200	1.55	1.0E-05	1000	47.34	0.00001288	529.8
300	1.36	1.1E-05	1050	44.01	0.00001328	564.7
400	1.19	1.3E-05	1100	40.68	0.00001368	605.9
500	1.04	1.5E-05	1100	37.35	0.00001408	666.5
600	0.91	1.8E-05	1100	34.02	0.00001448	759.9
700	0.81	2.1E-05	1100	30.69	0.00001488	1008.2
800	0.72	1.8E-05	1100	27.30	1.41026E-05	803.3
900	0.66	1.6E-05	1100	27.30	1.34091E-05	650.4
1000	0.62	1.4E-05	1100	27.30	1.40816E-05	650.0

With the provided content about the properties in the Table1, the finite element analysis for the RC beam, column and beam column joints are analyzed.

3.2 Reinforcement Details

The considered dimensions RC frame of the study includes a dimension of 3000mm of length, 300mm of breadth and 300mm of depth. The beam dimensions are 3000mm of length and cross section of 300mm x 300mm. The dimensions of the column are 3500mm of length and the cross section of the column includes 400mm x 300mm. The dimensions of the beam-column joint includes a length of 1300mm and cross sections of 300mm x 300mm for beam and 400mm x 300mm for column. Beam has a mounted end and pinned end on the other side.

Table 2

Reinforcement Details of the RC elements for the Prototype Model
Description	Member sizes				Reinforcement details*	Material Description
	Length (mm)		Breadth (mm)	Depth (mm)
Beam	3000		300	300	4 Nos of 12mm diameter	M30 Grade Concrete with Fe 415 Steel
Column	3500		400	300	4 Nos of 16mm diameter
Interior & Exterior Beam-Column Joints	Beam	1300	300	300	4 Nos of 12mm diameter
	Column	1300	400	300	4 Nos of 16mm diameter

Table 2 provides the details about the dimensionality details of the RC elements that helps in the analysis of the study.

3.3 Loading action

The various loading criteria upon the elements that are selected for the analysis are briefed as follows. The loading action of the beam consists of dead loads and live loads. The assignment of dead loads are as per the standard references. The self-weight of beams, columns, slabs and brick wall, floors rely upon the thickness that set up the self-weight of the RC elements. Calculation of dead load is accomplished with the floor finish of 1kN/m², slab load of 2.5kN/m² and wall load of 14.7kN/m². The live loads for the beam include a loading intensity of 3kN/m². The loading action on the column is also considered as per the standard reference models. The cross sectional axial load of column is 1654kN.

3.4 Modelling of the RC Beam, Column and Beam-Column joints

Experimentation on the RC beam, column and beam-column joints with interior and exterior joints are studied in this section. Figure 1 represents the various RC elements used in this study

3.4.1 Modelling of RC Beam

Varied ranges of temperature (29°C − 1000°C) is applied to the RC beam in order to study the behavior of the RC beam under higher temperatures. The pattern of the beam under such temperature is seen in Fig. 2, where L is the length of the beam and ‘a’ represents the span length of the temperature. The transient state analysis is analyzed for this condition with the X/L ratio where the principal stress to time, temperature, mid-span deflection and stiffness are measured for the beam.

3.4.2 Modelling of RC Column

The RC column behavior that is subjected to higher temperature with load is analyzed to study the fire resistivity of the building to perform the transient state analysis. The Y/H ratios are analyzed for the RC column. Figure 3 represents the temperature pattern in the RC column with the Y/H ratio.

3.4.3 Modelling of RC Beam Column with exterior and interior joints

The exterior and interior links of the beam column joints is carried out with the X/L ratios in the beam and Y/H ratios in the column for the analysis. The link that is present between the column and beam is the joint. Hence the joint behaviour has to be studied under higher temperatures with the loads in order to examine the resistivity of the building. Figure 4 represents the temperature pattern of the beam-column joints with the respective X/L and Y/H ratios

The usage of mesh in the finite element model is vital as the size of the mesh can impact the building structure both when static and dynamic. Moreover the accuracy of the result depends upon the size of the mesh. The mesh size chosen for this study is 25mm in the beam and column. The type of element for the concrete used is C3D8T 8 node which is thermally coupled with a tri-linear displacement. The tie connection between the concrete and steel interaction is used for the transient state analysis. The analysis is carried out for loading conditions in the beam and column. The acceptance criteria of all the three RC cases are determined with the ratio of deformation and normalized force on them. Acceptance criteria such as prevention of collapse, life safety id determined with the ratio of deformation and normalized force. In addition to this the determination of typical mid-span deflection, principal stress is also calculated.

The results are obtained for the selected RC frame elements and the sun assemblage elements with deformation, stiffness and principal stress with respect to the life safety and immediate occupancy. The time versus the temperature curve are followed as per the ISO 834 standard fire.

4.1 Transient Sate Analysis on RC Beam

Based on the performance level of the building, parameters like deformation, stiffness, stress and time Vs temperature are calculated.

The maximum and minimum principal stress in the RC beam for X/L = 0, a = 3000 mm is given in Fig. 5 (a) and (b).

The time versus temperature curve for RC beam is given in Fig. 6. In this, the values are plotted in the graph against time in minute and temperature in degree Centigrade as per the ISO standard. The surface temperature and core temperature are plotted with respect to time. The values plotted in the graph against mid-span deflection at various X/L ratio with respect to different temperature are given in Fig. 7. The mid-span deflection at various X/L ratio is found to be increasing with respect to temperature and maximum mid-span deflection is 15.36 mm and it is attained at 748℃ when X/L = 0, a = 3000 mm.

In Fig. 8 the values are plotted against various X/L ratio and mid-span deflection for both kind of performance level such as IO and LS. From the graph, it is analysed that the mid-span deflection for LS is greater compared to IO. And, the maximum deflection for LS is 15.36 mm and it is attained when X/L = 0, a = 3000 mm. Similarly, the maximum mid-span deflection for IO value is 6.54 mm is attained. The values are plotted in the graph against stiffness and various X/L ratio is provided in Fig. 9. The values of stiffness for IO are found to be greater compared to LS. The maximum stiffness for IO is 16.38 kN/mm and it is attained at X/L = 0, a = 3000 mm and in LS the stiffness is 11.00 kN/mm.

In Fig. 10, the values obtained for principal stress at various X/L ratio during life safety performance level are plotted graphically. From the graph, it is inferred that maximum principal stress is found to be remain stationary at various X/L ratio and the minimum principal stress is found to be decreasing gradually and it attains − 0.078 N/mm² when X/L = 0, a = 3000 mm. Further, C/S temperature distribution, maximum and minimum principal stresses for X/L = 0, a = 3000 mm.

4.2 Transient State Analysis on RC Column

The critical point in the RC column is analysed at various ratios of Y/H. Parameters like life stiffness, shear stress, principle stress and deformation are determined for the life safety and immediate occupancy.

Figure 11 (a) & (b) illustrates the parameters such as maximum principal stress whose value was found to be 15.29N/mm² and minimum principal stress was found to be -16.13N/mm² at Y/H = 0, a = 3500 mm.

The ultimate deformation occurred at RC column with respect to various Y/H ratio in case of IO is given in Fig. 12. The maximum strain in concrete did not reach in RC column when Y/H = 0.08, a = 300 mm, Y/H = 0.11, a = 400 mm and Y/H = 0.14, a = 500 mm. In Fig. 13, the temperature attained in RC column at various Y/H ratio at IO is provided. The maximum temperature at IO is attained at Y/H = 0.17, a = 600 mm and the value is found to be 909°C at 222 minutes. And the value of temperature is found to be decreasing with respect to an increase in length of the temperature “a” (Distance effect) application. The time attained in RC column at various Y/H ratio at IO is provided in Fig. 14. The temperature reaches at Y/H = 0, a = 3500 mm is 314°C at 69 minutes at IO. The principal stress attained in RC column at various Y/H ratio in IO is provided in Fig. 15. The maximum principal stress is found to be 15.31N/mm² reached at Y/H = 0, a = 3500 mm. and the minimum principal stress is found to be -18.86 31N/mm² reached at Y/H = 0, a = 3500 mm.

The axial stress attained in RC column at various Y/H ratio at IO is provided in Fig. 16. The axial stress is found to be varying at various Y/H ratio in case of IO and the maximum shear stress is 2.50 and it is attained at Y/H = 0.2, a = 700 mm.

4.3 Transient State Analysis on RC Exterior and Interior Beam-Column Joint

In finite element model, the analysis was performed on exterior beam column joint at varying temperature condition is referred to as transient state analysis. The critical point in exterior joint is determined at various X/L and Y/H ratio with respect to temperature and time. After performing the analysis certain properties such as deformation, stiffness, shear stress and principal stress are determined for the Collapse Prevention (CP) performance level and Life Safety (LS) performance level.

The maximum principal stress is 211.80 N/mm² the minimum principal stress is 2.88 N/mm²at X/L=0, a=1300 mm and Y/H=0, a=1300 mm for the exterior beam column joint which is shown in fig. 17 (a) & (b)

In Figs. 18 & 19, the values are plotted in the graph against temperature, time and with different X/L and Y/H ratio. The temperature and time are determined for CP on comparison with LS for X/L and Y/H ratio and maximum temperature is attained at X/L = 0, a = 1300 mm and Y/H = 0, a = 1300 mm. The maximum principal stress is 211.80 N/mm² the minimum principal stress is 2.88 N/mm² at X/L = 0, a = 1300 mm and Y/H = 0, a = 1300 mm.

Figure 20 & 21 show that the values are plotted in the graph against temperature, time and various X/L and Y/H ratio and the maximum temperature is found to be 715℃ in 215 minutes and it is attained at X/L = 0 and Y/H = 0, a = 1300 mm. The permissible rotation 0.015 radians are reached in all X/L and Y/H ratios at right side beam (B1) and the collapse prevention is not reached in all X/L and Y/H ratio. The maximum principal stress is 30.28 N/mm², minimum principal stress is 0.20 N/mm² and shear stress is 60.22N/mm² at X/L = 0 and Y/H = 0, a = 1300 mm.

The interior beam column joints are subjected to a higher temperature in addition to the loading condition in order to analyse the maximum temperature, time and stress of the joints. Similar to the exterior joints, the critical point at various X/L and Y/H ratio are calculated for the interior joints with respect to the time and temperature. The principal stress is calculated from the analysis.

From Fig. 22 (a) & (b) the maximum principal stress is found to be 30.28 N/mm² and minimum principal stress is 0.20 N/mm² mm² at X/L = 0 and Y/H = 0, a = 1300 mm for the interior beam column joint.

The behaviour of RC elements such as beam and column as well as sub assemblage element on exposure to high temperature and load are studied and analysed. Based on this analysis, certain parameters such as temperature and time along with certain findings such as principal stress, shear stress, deformation, stiffness etc. are evaluated. The analysis was performed in the transient state condition. The various performance level such as immediate occupancy, life safety and collapse prevention are considered for the analysis. The findings imply the following points

With an increase in the temperature the stiffness of RC beam is reduced with loading.
The critical temperature at failure is 856°C in a time of 124 minutes with heating in the transient state analysis.
When the full column is heated, the critical temperature reached the Life Safety (LS) and Immediate Occupancy (IO) at 647°C and 314°C in 69 minutes respectively.
The heating of exterior joint of the beam column seemed more critical than the interior joint.

The studies in this work is concentrated on the behavior of infilled RC frames under high temperature and loading, with transient state behaviors. Further, the research can include nonlinear dynamic analysis and full range behavior of such frames

Funding

This research received no external funding

Declarations Conflict of interest

The authors declare no conflict of interest.

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No competing interests reported.

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Evaluation of RC Elements Under High-Temperature Conditions with different Locations: Analytical Investigation

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Version 1

Abstract

Figures

1. Introduction

2. Literature Review

3. Methodology

3.2 Reinforcement Details

3.3 Loading action

3.4 Modelling of the RC Beam, Column and Beam-Column joints

3.4.1 Modelling of RC Beam

3.4.2 Modelling of RC Column

3.4.3 Modelling of RC Beam Column with exterior and interior joints

4. Results And Discussion

4.1 Transient Sate Analysis on RC Beam

4.2 Transient State Analysis on RC Column

4.3 Transient State Analysis on RC Exterior and Interior Beam-Column Joint

5. Conclusion

Declarations

References

Additional Declarations

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