Fire Protective Glass Fiber Reinforced Concrete Plates for Steel Structures under Different Types of Fire Exposure

: In a situation where a ﬁre occurs either in a tunnel with a burning vehicle carrying petroleum products, at an offshore platform, or at an oil and gas asset to be protected, such a case is commonly described using a hydrocarbon ﬁre curve. Therefore, it is extremely important to design construction, which can maintain stability and bearing capacity both under the standard and hydrocarbon ﬁre modes. The purpose in this work is to hold a behavior simulation of a steel structure with ﬁreprooﬁng ensured through lightweight concrete slabs reinforced with ﬁber glass as well as a validation of the outcomes by assessing the experimental ﬁndings obtained from the relevant ﬁre tests. A ﬁre resistance study was carried out here for steel structures with a proﬁle ratio of 156 mm − 1 for the cases of a standard ﬁre and of a hydrocarbon ﬁre. A constant static load of 687 kN (70 tf) was taken for standard ﬁre and 294 kN (30 tf) for hydrocarbon ﬁre; the column was under vertical compression with one end resting on a hinged support and the other end rigidly ﬁxed. The specimen design incorporated single-layer box-section cladding made of Pyro-Safe Aestuver T slabs, 40 mm thick and of a 650 kg/m 3 density, pre-cut to ﬁt the column size. The column strength loss (R) ultimately occurred after 240 min in the standard ﬁre case and after 180 min in the hydrocarbon ﬁre case. As the breach in the ﬁreprooﬁng structural integrity (E) or the installation accuracy cannot be considered, the limit state indicators may show certain discrepancies. According to the simulation performed using SOFiSTiK software, the design ﬁre resistance rating of the structure in a hydrocarbon ﬁre case was 58% higher than the ﬁgure obtained by holding ﬁre tests due to the slabs cracking during the experiment session; the discrepancy between the outcomes of the session and the simulation in a standard ﬁre case was as much as 15%.


Introduction
Structural fire protection is an integral part of construction engineering as it directly impacts the safety of people and the structures' compliance with the fire resistance rating and therefore the structural stability in case of fire. The fire protection of process units used in the upstream and midstream production and shipping of oil, natural gas, and petroleum products and the protection of bearing structures of road and railroad tunnels and bridges have recently become increasingly urgent. A fire occurring in a tunnel or under a bridge involving a burning vehicle carrying petroleum products, or a fire on an offshore platform, or at an oil and gas asset to be protected, entails severe local fire impact on the bearing structure and is most often described using a hydrocarbon fire curve [1][2][3][4][5][6], as stipulated in EN 1363-2:1999 [7] (Figure 1). One of the crucial design indicators defining the fire safety assurance level for buildings and facilities is the structural fire resistance rating, i.e., the time since the fire impact starts (minutes, standard testing conditions) or the calculated time period until either one or a sequence of limit state indicators are reached (R, E, I) [8]. For bearing steel structures, the fire resistance rating is defined under standard trial conditions using methods set in the fire safety regulatory documents, considering the limit state indicator, i.e., loss of bearing capacity (R). The standard EN 1363-2:1999 [7] determined certain fire cases for which the said tests are to be performed ( Figure 2). In most countries, the structural fire resistance testing methods are harmonized and are based on the international ISO 834 [8]. Due to limited evacuation possibilities and complicated access to the seat of the fire, fire safety assurance measures need to be duly elaborated and incorporated. One such action, namely passive fire protection for the structural steel in tunnels, implies considerably high fire resistance ratings for such structures (R120, R150, or R180 min) according to [9] (Figure 2). Depending on the functions and the design solutions adopted for the buildings and structures (industrial facilities, high-rise buildings, etc.), the structural fire resistance rating can go up to 240 or 360 min [8].
High as these fire resistance rating values are, they can be reached only by implementing structural fire protection means: plaster compounds, slabs made of various nonflammable materials, such as rockwool, etc. The cutting-edge solutions encompass slabs based on cementitious binder, carbon fiber, and fiber glass with high alkali resistance as reinforcing component, and perlite/vermiculite as a lightweight aggregate [10,11].
This article includes references to outcomes of fire tests held with nonflammable structural protection, namely Pyro-Safe Aestuver Т slabs (manufacturer by Prozask LLC) produced from lightweight cement reinforced with fiber glass, and various aggregates, primarily perlite with its bulk density of 690 kg/m³ (if dry). The Pyro-Safe Aestuver Т slabs One of the crucial design indicators defining the fire safety assurance level for buildings and facilities is the structural fire resistance rating, i.e., the time since the fire impact starts (minutes, standard testing conditions) or the calculated time period until either one or a sequence of limit state indicators are reached (R, E, I) [8]. For bearing steel structures, the fire resistance rating is defined under standard trial conditions using methods set in the fire safety regulatory documents, considering the limit state indicator, i.e., loss of bearing capacity (R). The standard EN 1363-2:1999 [7] determined certain fire cases for which the said tests are to be performed ( Figure 2). In most countries, the structural fire resistance testing methods are harmonized and are based on the international ISO 834 [8]. One of the crucial design indicators defining the fire safety assurance level for buildings and facilities is the structural fire resistance rating, i.e., the time since the fire impact starts (minutes, standard testing conditions) or the calculated time period until either one or a sequence of limit state indicators are reached (R, E, I) [8]. For bearing steel structures, the fire resistance rating is defined under standard trial conditions using methods set in the fire safety regulatory documents, considering the limit state indicator, i.e., loss of bearing capacity (R). The standard EN 1363-2:1999 [7] determined certain fire cases for which the said tests are to be performed ( Figure 2). In most countries, the structural fire resistance testing methods are harmonized and are based on the international ISO 834 [8]. Due to limited evacuation possibilities and complicated access to the seat of the fire, fire safety assurance measures need to be duly elaborated and incorporated. One such action, namely passive fire protection for the structural steel in tunnels, implies considerably high fire resistance ratings for such structures (R120, R150, or R180 min) according to [9] (Figure 2). Depending on the functions and the design solutions adopted for the buildings and structures (industrial facilities, high-rise buildings, etc.), the structural fire resistance rating can go up to 240 or 360 min [8].
High as these fire resistance rating values are, they can be reached only by implementing structural fire protection means: plaster compounds, slabs made of various nonflammable materials, such as rockwool, etc. The cutting-edge solutions encompass slabs based on cementitious binder, carbon fiber, and fiber glass with high alkali resistance as reinforcing component, and perlite/vermiculite as a lightweight aggregate [10,11].
This article includes references to outcomes of fire tests held with nonflammable structural protection, namely Pyro-Safe Aestuver Т slabs (manufacturer by Prozask LLC) produced from lightweight cement reinforced with fiber glass, and various aggregates, primarily perlite with its bulk density of 690 kg/m³ (if dry). The Pyro-Safe Aestuver Т slabs Due to limited evacuation possibilities and complicated access to the seat of the fire, fire safety assurance measures need to be duly elaborated and incorporated. One such action, namely passive fire protection for the structural steel in tunnels, implies considerably high fire resistance ratings for such structures (R120, R150, or R180 min) according to [9] ( Figure 2). Depending on the functions and the design solutions adopted for the buildings and structures (industrial facilities, high-rise buildings, etc.), the structural fire resistance rating can go up to 240 or 360 min [8].
High as these fire resistance rating values are, they can be reached only by implementing structural fire protection means: plaster compounds, slabs made of various non-flammable materials, such as rockwool, etc. The cutting-edge solutions encompass slabs based on cementitious binder, carbon fiber, and fiber glass with high alkali resistance as reinforcing component, and perlite/vermiculite as a lightweight aggregate [10,11].
This article includes references to outcomes of fire tests held with nonflammable structural protection, namely Pyro-Safe Aestuver T slabs (manufacturer by Prozask LLC) produced from lightweight cement reinforced with fiber glass, and various aggregates, primarily perlite with its bulk density of 690 kg/m 3 (if dry). The Pyro-Safe Aestuver T slabs have proven to perform as a means of fire protection for road tunnel and subway lining, as well as fire protection for steel and cast in situ structures of oil and gas assets (Figures 2 and 3).  In order to implement the new means of fire protection, permit documents need to be obtained and standardized fire tests to be performed that would verify the fire resistance rating values specified by the manufacturer. To hold a fire test is a labor-intensive and costly activity, and therefore the mathematic simulation of structural steel heating up to critical temperatures under fire impact and the defining of stresses and deformation in the structural elements are becoming more and more involved in engineering. Simulation allows us to select the relevant thickness and the amount of fireproof material, in line with the design loads and the structural section ratio without series of expensive fire tests. It drastically reduces the time required to prepare the design documents and project cost.
The finite-element method, being a numeric technique of solving differential equations with partial derivatives and integral equations as part of solving the applied physics problems, has the greatest practical meaning among the aforementioned simulation methods. There is wide selection of software complexes in the engineering practice that allow us to implement the finite-element method [12][13][14][15][16]. In our investigation, the modelling was performed by using the SOFiSTiK program [17], a product offering an ambitious range of simulation options as related to structures, boundary conditions, and loads.
The purpose here is to determine by experiment the fire resistance ratings of columns formed by steel structures with Pyro-Safe Aestuver Т fireproofing slabs in a standard fire case and a hydrocarbon fire case, as well as to simulate the behavior of the structures incorporating this type of protection, using the SOFiSTiK software complex, in order to forecast the possibility of achieving higher fire resistance ratings by applying this structural fireproofing.

Materials and Methods
A steel column with fireproof cladding was fire-tested under both standard fire and hydrocarbon fire. Standard fire temperature is defined by the following dependence [7]: For hydrocarbon fire, the temperature is defined by the following dependence [7]: where T means the temperature inside the furnace in °С, corresponding to the relevant time t; T0 is the temperature in °С inside the furnace prior to the start of heat impact (ambient temperature); and t is the time in min from the start of the test. SOFiSTiK software was used to assess the temperature distribution on the section of the columns while simulating the fire impact. In order to implement the new means of fire protection, permit documents need to be obtained and standardized fire tests to be performed that would verify the fire resistance rating values specified by the manufacturer. To hold a fire test is a labor-intensive and costly activity, and therefore the mathematic simulation of structural steel heating up to critical temperatures under fire impact and the defining of stresses and deformation in the structural elements are becoming more and more involved in engineering. Simulation allows us to select the relevant thickness and the amount of fireproof material, in line with the design loads and the structural section ratio without series of expensive fire tests. It drastically reduces the time required to prepare the design documents and project cost.
The finite-element method, being a numeric technique of solving differential equations with partial derivatives and integral equations as part of solving the applied physics problems, has the greatest practical meaning among the aforementioned simulation methods. There is wide selection of software complexes in the engineering practice that allow us to implement the finite-element method [12][13][14][15][16]. In our investigation, the modelling was performed by using the SOFiSTiK program [17], a product offering an ambitious range of simulation options as related to structures, boundary conditions, and loads.
The purpose here is to determine by experiment the fire resistance ratings of columns formed by steel structures with Pyro-Safe Aestuver T fireproofing slabs in a standard fire case and a hydrocarbon fire case, as well as to simulate the behavior of the structures incorporating this type of protection, using the SOFiSTiK software complex, in order to forecast the possibility of achieving higher fire resistance ratings by applying this structural fireproofing.

Materials and Methods
A steel column with fireproof cladding was fire-tested under both standard fire and hydrocarbon fire. Standard fire temperature is defined by the following dependence [7]: For hydrocarbon fire, the temperature is defined by the following dependence [7]: where T means the temperature inside the furnace in • C, corresponding to the relevant time t; T 0 is the temperature in • C inside the furnace prior to the start of heat impact (ambient temperature); and t is the time in min from the start of the test.
SOFiSTiK software was used to assess the temperature distribution on the section of the columns while simulating the fire impact.

Columns Fire Testing
Each test involved two test specimen items for each of the fire types (four specimens in compliance with the standards [8,18]). As specimens, I-beams were taken, their height being (3000 ± 10) mm, their profile 30K1 per ASChM 20-93 (a standard adopted by the Association of Enterprises and Entities for Standardizing Iron and Steel Products, Russia), with the column steel's effective thickness at 6.4 mm (a profile ratio of 156 mm −1 ). The trial column heads and pedestals were made of steel plates 300 × 300 × 20 mm (length × width × thickness, steel grade C345-3 [19]).
The cladding design of the test specimens was composed of Pyro-Safe Aestuver T slabs, of a 40 mm thickness and a density of 650 kg/m 3 ± 10%, pre-cut to fit the column size and installed in a single-layer arrangement with a box-shaped section, which also includes slab stripes, 10 mm thick, and of a density 980 kg/m 3 ± 10%. The stripes of the slabs, 100 ± 10 mm wide, were attached to each other using brackets, and they formed belts around the columns used as pads under the junctions of main fireproof cladding slabs (Figures 4-7).

Columns Fire Testing
Each test involved two test specimen items for each of the fire types (four specimen in compliance with the standards [8,18]). As specimens, I-beams were taken, their heigh being (3000 ± 10) mm, their profile 30K1 per ASChM 20-93 (a standard adopted by th Association of Enterprises and Entities for Standardizing Iron and Steel Products, Russia) with the column steel's effective thickness at 6.4 mm (a profile ratio of 156 mm −1 ). The tria column heads and pedestals were made of steel plates 300 × 300 × 20 mm (length x width x thickness, steel grade С345-3 [19]).
The cladding design of the test specimens was composed of Pyro-Safe Aestuver Т slabs, of a 40 mm thickness and a density of 650 kg/m 3 ± 10%, pre-cut to fit the column siz and installed in a single-layer arrangement with a box-shaped section, which also include slab stripes, 10 mm thick, and of a density 980 kg/m 3 ± 10%. The stripes of the slabs, 100 10 mm wide, were attached to each other using brackets, and they formed belts around the columns used as pads under the junctions of main fireproof cladding slabs (Figures 4  7).
With the belts and the stiffeners installed, the 40 mm thick slabs were fastened and aggregated using 6 × 90 mm self-tapping screws set into the slabs' end parts with a (200 10) mm pitch to form the box-shaped section cladding.

Columns Fire Testing
Each test involved two test specimen items for each of the fire types (four specimen in compliance with the standards [8,18]). As specimens, I-beams were taken, their heigh being (3000 ± 10) mm, their profile 30K1 per ASChM 20-93 (a standard adopted by th Association of Enterprises and Entities for Standardizing Iron and Steel Products, Russia) with the column steel's effective thickness at 6.4 mm (a profile ratio of 156 mm −1 ). The tria column heads and pedestals were made of steel plates 300 × 300 × 20 mm (length x width x thickness, steel grade С345-3 [19]).
The cladding design of the test specimens was composed of Pyro-Safe Aestuver Т slabs, of a 40 mm thickness and a density of 650 kg/m 3 ± 10%, pre-cut to fit the column siz and installed in a single-layer arrangement with a box-shaped section, which also include slab stripes, 10 mm thick, and of a density 980 kg/m 3 ± 10%. The stripes of the slabs, 100 10 mm wide, were attached to each other using brackets, and they formed belts around the columns used as pads under the junctions of main fireproof cladding slabs (Figures 4  7).
With the belts and the stiffeners installed, the 40 mm thick slabs were fastened and aggregated using 6 × 90 mm self-tapping screws set into the slabs' end parts with a (200 10) mm pitch to form the box-shaped section cladding.    For vertical bearing frame structures, the limit states while holding a fire resistance test per cl.8.2 [20], are outlined as follows: loss of bearing capacity (R) due to the structure collapse or a critical strain, where the critical vertical deformation for this column is 30 mm, and the rate of the critical vertical deformation rise is more than 10 mm/min [20].  For vertical bearing frame structures, the limit states while holding a fire resistance test per cl.8.2 [20], are outlined as follows: loss of bearing capacity (R) due to the structure collapse or a critical strain, where the critical vertical deformation for this column is 30 mm, and the rate of the critical vertical deformation rise is more than 10 mm/min [20]. With the belts and the stiffeners installed, the 40 mm thick slabs were fastened and aggregated using 6 × 90 mm self-tapping screws set into the slabs' end parts with a (200 ± 10) mm pitch to form the box-shaped section cladding.
For vertical bearing frame structures, the limit states while holding a fire resistance test per cl.8.2 [20], are outlined as follows: loss of bearing capacity (R) due to the structure collapse or a critical strain, where the critical vertical deformation for this column is 30 mm, and the rate of the critical vertical deformation rise is more than 10 mm/min [20].
The temperature inside the furnace firebox was measured with the furnace thermocouples evenly distributed in six points along the height of the test specimen, while the temperature on the specimen was measured by three thermocouples installed in the midsection of the I-beam web and on the inner surface of the I-beam flanges. The specimens were put inside the firebox and exposed to heat impact from four sides.
The tests were held with a constant static load of 687 kN (70 tf) in the standard fire case and 294 kN (30 tf) in the hydrocarbon fire case, under vertical compression, with one end resting on a hinged support and the other end rigidly fixed. The strength loss or stability loss of the steel structures correlates with a certain heating temperature of the steel referred to as critical temperature. Calculating the fire resistance threshold (limit) implies resolving a static problem and a heat-engineering problem at the same time. To solve the static problem means to define the bearing capacity of the structure, considering the changing characteristics of the steel under high temperatures, i.e., to define the critical temperature when the fire limit state is reached. Here, we define the critical temperature of the column steel structure under study.
The column structure suffers from centric compression, with the load at 70 tf with the standard fire and 30 tf with the hydrocarbon fire. Figure 8 and Table 1 show the 30K1 I-beam dimensions and the thermocouples arrangement comprising three pieces (i.e., in the midsection of the specimen, on the Ibeam web, and on the inner surface of the I-beam). The temperature inside the furnace firebox was measured with the furnace thermocouples evenly distributed in six points along the height of the test specimen, while the temperature on the specimen was measured by three thermocouples installed in the midsection of the I-beam web and on the inner surface of the I-beam flanges. The specimens were put inside the firebox and exposed to heat impact from four sides.
The tests were held with a constant static load of 687 kN (70 tf) in the standard fire case and 294 kN (30 tf) in the hydrocarbon fire case, under vertical compression, with one end resting on a hinged support and the other end rigidly fixed. The strength loss or stability loss of the steel structures correlates with a certain heating temperature of the steel referred to as critical temperature. Calculating the fire resistance threshold (limit) implies resolving a static problem and a heat-engineering problem at the same time. To solve the static problem means to define the bearing capacity of the structure, considering the changing characteristics of the steel under high temperatures, i.e., to define the critical temperature when the fire limit state is reached. Here, we define the critical temperature of the column steel structure under study.
The column structure suffers from centric compression, with the load at 70 tf with the standard fire and 30 tf with the hydrocarbon fire. Figure 8 and Table 1 show the 30K1 I-beam dimensions and the thermocouples arrangement comprising three pieces (i.e., in the midsection of the specimen, on the I-beam web, and on the inner surface of the I-beam).

Simulation in SOFiSTiK Software
The ratio γT and ratio γe for the structure under study are calculated depending on the load type. For elements under centric compression, the following are used [21][22][23]: γe=(Nn•lef 2 )/(π 2 •En•Imin) where Nn means design loading force in kg; F is the cross-sectional area of the shaft in cm 2 ; Ryn is the initial characteristic resistance of the steel in kg/cm 2 (for С345 steel, 3250 kg/cm 2 ); En is the initial metal elastic modulus in kg/cm 2 (for steel, En = 2,100,000 kg/cm 2 ); lef is the design shaft length in cm; Imin is the least moment of the shaft section in cm 4 .
Here, the design length of the shaft l is taken as 0.7•l if one end one end is rigidly fixed and the other has a hinged support.

Simulation in SOFiSTiK Software
The ratio γ T and ratio γ e for the structure under study are calculated depending on the load type. For elements under centric compression, the following are used [21][22][23]: γ e =(N n ·l ef 2 )/(π 2 ·E n ·I min ) (4) where N n means design loading force in kg; F is the cross-sectional area of the shaft in cm 2 ; R yn is the initial characteristic resistance of the steel in kg/cm 2 (for C345 steel, 3250 kg/cm 2 ); E n is the initial metal elastic modulus in kg/cm 2 (for steel, E n = 2,100,000 kg/cm 2 ); l ef is the design shaft length in cm; I min is the least moment of the shaft section in cm 4 .
Here, the design length of the shaft l ef is taken as 0.7·l if one end one end is rigidly fixed and the other has a hinged support.
With the γ T ratio values known, the values of the steel critical temperature (t cr ) can be defined for the limit state of the structure under fire using this formula: For the standard fire, t cr = 665 • C, while for the hydrocarbon fire, t cr = 713 • C. Characteristics of the materials set for the simulation purposes are specified in Tables 2 and 3.  During the heating, the materials change their thermal conductivity and heat capacity. In line with [21], straight line correlations are applied: where A means initial thermal conductivity ratio in W/(mK), B means the ratio of thermal conductivity variation during the heating in W/(m·K 2 ), and T means heating temperature of the material in K. c t = C + D·T where C means the initial heat capacity ratio in J/(kg·K), D means the ratio of heat capacity variation during the heating in J/(kg·K 2 ), and T means the heating temperature of the material in K.
As previously mentioned, the Pyro-Safe Aestuver T structural fire protection consists of lightweight concrete slabs reinforced with fiber glass. Due to not having sufficient thermophysical characteristics of the fire protection indicated in the manufacturers' technical documents, we took an average value of lightweight concrete characteristics provided in the engineering and scientific works [15] for simulating slab-based fireproofing (Table 4). Outcomes of SOFiSTiK simulation offer the following temperature distribution patterns ( Figure 9).  Outcomes of SOFiSTiK simulation offer the following temperature distribution patterns ( Figure 9) Simulating the structures' performance under various fire modes until reaching the critical temperatures shows a result of 285 min with the standard fire and 290 min with the hydrocarbon fire, subject to maintaining the structural fire protection strength (no cracks or buckling). These values are similar due to the fact that the fire curves mathematically tend to get closer to each other if considerably long time periods are taken ( Figure  10).  Table 5 provides the study results for the steel column fire resistance in the two fire cases. Simulating the structures' performance under various fire modes until reaching the critical temperatures shows a result of 285 min with the standard fire and 290 min with the hydrocarbon fire, subject to maintaining the structural fire protection strength (no cracks or buckling). These values are similar due to the fact that the fire curves mathematically tend to get closer to each other if considerably long time periods are taken ( Figure  10).  Table 5 provides the study results for the steel column fire resistance in the two fire cases.  Table 5 provides the study results for the steel column fire resistance in the two fire cases.  Figures 11 and 12 indicate the temperature curves for heating and vertical deformation of the steel column prototypes clad with fireproof slabs, as well as values obtained through simulation for the two fire cases.  Figures 11 and 12 indicate the temperature curves for heating and vertical deformation of the steel column prototypes clad with fireproof slabs, as well as values obtained through simulation for the two fire cases.   The difference in the heating temperature of the structures between the experimental and the calculated data for standard fire within any time period are not more than 20%. The middle point of the I-beam web was taken as the benchmark for analyzing the temperature. A critical temperature of 665 °C was reached in the 285th minute of the simulation session; consequently, it may be stated that the design fire resistance limit of the structure is R240 for standard fire, and the simulation values are in line with those obtained through the fire tests.

Results
Considering the hydrocarbon fire, design temperature values before the 125th minute differ from the test values by not more than 20%. In line with the schedule, the curve slope angle, with regard to the simulation results, is in line with the experimental test curve angle. However, after the 125th minute, a dramatic change occurs where the critical temperature of 713 °C is reached during the simulation only in the 290th minute of fire The difference in the heating temperature of the structures between the experimental and the calculated data for standard fire within any time period are not more than 20%. The middle point of the I-beam web was taken as the benchmark for analyzing the temperature. A critical temperature of 665 • C was reached in the 285th min of the simulation session; consequently, it may be stated that the design fire resistance limit of the structure is R240 for standard fire, and the simulation values are in line with those obtained through the fire tests.
Considering the hydrocarbon fire, design temperature values before the 125th min differ from the test values by not more than 20%. In line with the schedule, the curve slope angle, with regard to the simulation results, is in line with the experimental test curve angle. However, after the 125th min, a dramatic change occurs where the critical temperature of 713 • C is reached during the simulation only in the 290th min of fire impact. The reason for this stark difference is the deformation of fireproof slabs and cracking of the vertical cladding joints that started gradually on the 125th min of the test session (Figures 13 and 14).
impact. The reason for this stark difference is the deformation of fireproof slabs and cracking of the vertical cladding joints that started gradually on the 125th minute of the test session (Figures 13 and 14).   impact. The reason for this stark difference is the deformation of fireproof slabs and cracking of the vertical cladding joints that started gradually on the 125th minute of the test session (Figures 13 and 14). Figure 13. Engineering prototype after the test, standard fire. Figure 14. Vertical deformation of the column engineering prototype, hydrocarbon fire. Figure 14. Vertical deformation of the column engineering prototype, hydrocarbon fire.
The loss of fire protection structural integrity during the heating and the installation accuracy cannot be considered for the simulation purposes, which in the authors' view accounts for the increased time of reaching the critical temperature using the software ( Table 6). The fire resistance limit of this structure with a load of 30 tf can potentially be 290 min; however, to achieve this, the fireproof slab joints need to be additionally elaborated to prevent the opening of the cladding vertical joints.

Conclusions
Fire resistance experimental studies of the steel columns with Pyro-Safe Aestuver T slabs fire protection were performed with standard fire and hydrocarbon fire temperature cases. The critical temperature values were reached in the 240th min (standard fire) and the 180th min (hydrocarbon fire). In the latter case, a progressive deformation of fireproof slabs and cracking of the vertical cladding joints started gradually on the 125th min of the test session.
Not having a possibility to take into consideration the loss of fireproofing structural integrity during the heating or the installation accuracy may entail a discrepancy in the limit state indicators. The SOFiSTiK simulation shows that the fire resistance limit of the structure in hydrocarbon fire is 58% higher (the slabs cracking during the test) than the actual values taken from the fire tests; for a standard fire, the difference is 15%. The fire resistance limit of this structure with a 30 tf loading can potentially be 290 min; however, to achieve this, the fireproof slab joints need to be upgraded to ensure that the cladding vertical joints do not crack open. The thermophysical characteristics of fireproofing materials need to be determined within the temperature range depending on the assumed heating conditions while performing the simulation, in order to obtain the heating profiles that are as close as possible to the actual experimental studies data.
Simulation using the SOFiSTiK software can be used to assess the structural steel heating under different fire condition cases, which will allow for selecting the proper means of fire protection at the relevant design stage of buildings or of oil and gas facilities, including bridges and tunnels.