# Postfire Safety Investigation on Prestressed RPC Beams after Exposure to Elevated Temperatures

Authors: Yan Kai; Zhang Yao; Cai Hao; Fan Lili; Xin Zhang
Journal: Advances in Materials Science and Engineering
 (2020)

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## Abstract

Since the postfire safety of prestressed RPC beams after exposure to elevated temperatures needs to be studied and proved, this paper prepares eight smart prestressed RPC beams with intelligent sensors built in to monitor the internal temperature, force, and strain. The residual bearing tests after fire are carried out. The failure process of the beams under static load with different fire durations cover thickness of tendons, load ratio, bonded and unbonded tendons, and partial prestressing ratio, which are investigated. The load-deflection curves, crack distributions and developments, and strain variations are obtained, in addition to the damage mechanism and failure mode of the beams. The results show that the load-deflection curve of the prestressed RPC beam after fire has obviously three polylines, and the deflection points are where the cracks expand and the tendons yield. The failure procedure is the same as that of under-reinforced beams, while the height of the crushing zone is much lower than that of the balanced-reinforced beam at room temperature. The whole span deformation demonstrates a strong catenary effect, and the midspan deflection is approximately 1/40 of the effective span. The postfire safety of the bonded prestressed RPC beams is superior to that of unbonded prestressed RPC beams. The test results of this paper provide a basis for the safety performance evaluation and control of prestressed RPC beams after fire.


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## Body

## 1. Introduction

Reactive powder concrete (RPC) has extremely high compressive strength and excellent durability [1], especially with significant application prospects in large-span, high-rise, and underground buildings [2, 3]. Combining RPC with high-strength prestressed tendons to form prestressed RPC beams can leverage the excellent performance of both products and achieve reduction of the weight, expansion of the span, and increase of the durability of the structure. Under the high temperatures of fire, the material properties of steel reinforcement and concrete are greatly attenuated, the bearing capacity of the components is significantly weakened, and the internal forces are redistributed inside the structure, which may lead to serious damage and even the collapse of the structure [4–9]. The probability for concrete beams to exhibit normal section bending fracture and collapse is low, so the main problem lies in how to evaluate the damage and safety of buildings after fire [10–13]. The residual bearing capacity and safety assessment of the postfire structure are directly related to the postfire treatment of the building, including continued use, strengthening design, and strengthening construction scheme. Even if there is no significant visible damage to a prestressed concrete structure in fire, the mechanical properties of the concrete, tendons, and steel bars can be degraded, which brings hidden dangers to the safety performance of the prestressed concrete structure [14–17]. Currently, research results on the mechanical properties of prestressed RPC beams after fire have not been reported. As the main load-bearing component, prestressed RPC beams lack effective fire-resistant design methods. Therefore, it is of great theoretical significance and practical value to study the mechanical properties, residual bearing properties, and postfire safety properties of prestressed RPC beams.At present, some research studies have been carried out on the mechanical properties of RPC and prestressed tendons after exposure to elevated temperatures. Zheng et al. [18–20] studied the impact of parameters, such as temperature (0–900°C), fiber type and dosage, constant-temperature time, and heating speed, on the mechanical properties of RPC after exposure to elevated temperatures. The properties included the RPC cube compressive strength, axial compressive strength, tensile strength, elastic modulus, peak strain and toughness, and corresponding calculation formulas obtained by regression analysis. Peng et al. [21, 22] experimentally studied the residual mechanical properties and spalling behavior of RPC with different steel fiber dosages. Tai et al. [23] tested the mechanical properties of steel fiber RPC after exposure to high temperatures of 200–800°C. Liu and Huang [24] studied the mechanical properties of RPC with high mobility after exposure to a high temperature and concluded that the residual compressive strength of RPC decreased with the increase in the fire duration. Day et al. [25] conducted constant-load heating and high-temperature creep tests on prestressed steel wire; the mechanical properties of prestressed steel wire and tendons under and after exposure to high temperatures were investigated. Guo and Shi [26] conducted constant-temperature loading tests on steel bars of different grades and proposed the formulas for calculating the ultimate tensile strength and yield strength of steel bars at high temperatures. Hou et al. [27] studied the mechanical properties of tendons in fire, discussed the change rules of mechanical indexes such as the strength and elastic modulus, and established the stress-strain relationship equation of tendons during high temperature.Given the fact that the safety performance of prestressed RPC beams after fire needs to be studied, this paper designed and manufactured eight smart prestressed RPC beams with intelligent sensors built in to monitor the internal temperature, force, and strain. The constant-load heating tests under ISO 834 [28] standard heating condition are carried out. On this basis, the static load test after fire is conducted, and the postfire safety of the smart prestressed RPC beams is studied. The results provide a basis for the safety evaluation and control of prestressed RPC beams after fire.


## 2. Fire Safety Experiments

### 2.1. Design of Specimens

Six bonded prestressed RPC beams and two unbonded prestressed RPC beams have been designed and fabricated. The beam section size is 250 mm × 350 mm, the total length is 6500 mm, and the calculated span is 6000 mm. The test parameters are the cover thickness of tendonsCp, load ratio, partial prestressing ratio (PPR), and type of tendons (bonded and unbonded), as shown in Table 1.Table 1
Parameters of specimens.
No.
Cover thickness of tendonsCp (mm)
Load ratio
PPR
A
p
f
cu (MPa)
f
t (MPa)
Bending capacities (kN·m)
Preload (kN)
Prestress (kN)
PRPCB1
35
0.3
0.69
3bΦS15
165.17
12.29
107.12
96.93
581.72
PRPCB2
35
0.5
0.69
3bΦS15
162.94
11.40
181.65
171.45
581.75
PRPCB3
45
0.5
0.60
2bΦS15
158.03
11.16
144.07
133.87
387.81
PRPCB4
45
0.5
0.69
3bΦS15
176.77
12.51
179.73
169.54
581.70
PRPCB5
55
0.3
0.69
3bΦS15
166.42
12.38
102.41
92.20
581.73
PRPCB6
55
0.5
0.69
3bΦS15
165.90
12.77
173.89
163.62
581.72
UPRPCB1
45
0.5
0.69
3UΦS15
160.87
11.65
177.56
167.38
581.75
UPRPCB2
55
0.5
0.69
3UΦS15
162.15
11.93
173.82
163.61
581.71The tendons are arranged in a three-section parabola, extending along the neutral axis at both ends of the support. The horizontal distance between the reverse bending point and the support is 0.15 times the calculated span. The longitudinal rebar on the top of the beam is 218, the longitudinal rebar on the bottom of the beam is 222, and the cover thickness of the longitudinal rebar is 25 mm. The flexural capacities for beams in Table 1 are theoretical values, which were calculated using the method from Zheng et al. [29]. In the formula for calculating flexural capacities, the tensile force provided by RPC in the tension zone was introduced. Taking PRPCB1 and UPRPCB1 as examples, the details of dimensions and reinforcements are shown in Figure 1.Figure 1
Dimensions and details of two example specimens. (a) PRPCB1 and (b) UPRPCB1.
(a)
(b)


### 2.2. Materials and Mix Proportions

The RPC raw materials are as follows: P.O. 52.5 Portland cement; Silica fume with 92.17% SiO2 of specific surface area 24200 m2/kg; S75 grade slag powder of specific surface area 450 m2/kg; glass microbead fly ash of specific surface area 600 m2/kg; natural fine river sand of fineness modulus 1.92 and particle size 1.0∼3.0 mm; type I plain copper-plated steel fiber of length 13 mm and equivalent diameter 0.22 mm; and liquid polycarboxylic acid superplasticizer containing 40% solids. The mix ratio is shown in Table 2. The cube specimens have a geometry of 100 × 100 × 100 mm3 in material strength test, and the cube compressive strength of the RPC is 160 MPa.Table 2
Mix ratio of RPC.
Water-binder ratio
Cement
Silica fume
Slag powder
Fly ash
Fine sand
Amount of water reducer in solid state
Steel fiber volume content (%)
0.2
1
0.3
0.2
0.2
1.2
0.04
2The tendon system adopts 1860 MPa low-relaxation steel strands with a diameter of 15.2 mm, BM 15-3 clip anchor, and galvanized flat metal bellows (section size: 65 mm × 25 mm). The longitudinal rebars and stirrups are HRB 400 hot rolled steel bars; the measured yield strength and ultimate strength are shown in Table3.Table 3
Mechanical properties of steel bars.
Species
Yield strength (conditional yield strength) (MPa)
Ultimate strength (MPa)
Proportional ultimate strength (MPa)
10
487.33
657.49
—
18
485.90
644.83
—
22
484.51
660.12
—
ΦS15
1726.87
1932.94
1455.07


### 2.3. Fire Test Setup

The fire test has been carried out in a large horizontal structure fire furnace. The length × width × height of the test furnace is 6.0 m × 5.0 m × 1.5 m. The specimens have been heated under a constant load; the two sides and the bottom have been exposed to fire. The specimens are simply supported at both ends. The concentrated load (loaded to the predetermined load level by the hydraulic jack and kept constant) has been applied at the three deflection points. The furnace has been heated according to the ISO834 standard heating curve, and the fire test setup is illustrated in Figure2. PRPCB1∼PRPCB4 are the first furnace, which is exposed to fire for 150 min; PRPCB5, PRPCB6, UPRPCB1, and UPRPCB2 are the second furnace, which is exposed to fire for 160 min. The comparison between the measured furnace temperatures and the ISO834 standard heating curve is shown in Figure 3.Figure 2
Fire test setup. (a) Lab view of test setup. (b) Test setup sketch.
(a)
(b)Figure 3
Temperature-fire curves of fire furnace.


### 2.4. Fire Test Results

The specimen morphology after exposure to the fire is shown in Figure4. All the specimens have different degrees of bending cracks, of which the main cracks are located in the mid-span region. During the process of postfire cooling, the material properties of the RPC and reinforcements are partially restored, and the deflection of the beams tended to recover. After natural cooling at room temperature, the specimens all have residual deflections. The specimens maintained good volume integrity, with only minor bursts occurring locally. The burst area is 2.52% of the fire area, and the burst depth is 3∼12 mm. The bursting is random and because the specimen bursts slightly under fire has little influence on the temperature field of the specimens and the degradation amplitude of the internal material properties. Thus, the test data after fire deserves reference.Figure 4
The specimen morphology after fire. (a) PRPCB2. (b) UPRPCB2.
(a)
(b)The internal temperature monitoring positions are described in Figures5(a)–5(c), showing the change curves of the temperature with respect to the fire time at each monitoring point of PRPCB1 and UPRPCB1, respectively. RPC is a thermally inert material, and the transient heat in the beam conforms to the nonlinear transfer law of the secondary parabolic type, forming an inhomogeneous temperature field. With the increase in the fire time, the internal temperature of the specimen increases nonlinearly. The closer the measurement to the fire surface, the larger the temperature gradient and the faster the rise in heating. The further away from the fire surface, the slower the rise in heating. Due to the same temperature environments in the furnace test, the internal temperature-time curve of each specimen has the same variation law. Figure 5(d) shows the change curve of the prestressed bar temperature for all fire specimens.Figure 5
The temperature-fire time curves for the specimens. (a) Internal temperature monitoring points. (b) PRPCB1. (c) UPRPCB1. (d) Tendons.
(a)
(b)
(c)
(d)


## 2.1. Design of Specimens

Six bonded prestressed RPC beams and two unbonded prestressed RPC beams have been designed and fabricated. The beam section size is 250 mm × 350 mm, the total length is 6500 mm, and the calculated span is 6000 mm. The test parameters are the cover thickness of tendonsCp, load ratio, partial prestressing ratio (PPR), and type of tendons (bonded and unbonded), as shown in Table 1.Table 1
Parameters of specimens.
No.
Cover thickness of tendonsCp (mm)
Load ratio
PPR
A
p
f
cu (MPa)
f
t (MPa)
Bending capacities (kN·m)
Preload (kN)
Prestress (kN)
PRPCB1
35
0.3
0.69
3bΦS15
165.17
12.29
107.12
96.93
581.72
PRPCB2
35
0.5
0.69
3bΦS15
162.94
11.40
181.65
171.45
581.75
PRPCB3
45
0.5
0.60
2bΦS15
158.03
11.16
144.07
133.87
387.81
PRPCB4
45
0.5
0.69
3bΦS15
176.77
12.51
179.73
169.54
581.70
PRPCB5
55
0.3
0.69
3bΦS15
166.42
12.38
102.41
92.20
581.73
PRPCB6
55
0.5
0.69
3bΦS15
165.90
12.77
173.89
163.62
581.72
UPRPCB1
45
0.5
0.69
3UΦS15
160.87
11.65
177.56
167.38
581.75
UPRPCB2
55
0.5
0.69
3UΦS15
162.15
11.93
173.82
163.61
581.71The tendons are arranged in a three-section parabola, extending along the neutral axis at both ends of the support. The horizontal distance between the reverse bending point and the support is 0.15 times the calculated span. The longitudinal rebar on the top of the beam is 218, the longitudinal rebar on the bottom of the beam is 222, and the cover thickness of the longitudinal rebar is 25 mm. The flexural capacities for beams in Table 1 are theoretical values, which were calculated using the method from Zheng et al. [29]. In the formula for calculating flexural capacities, the tensile force provided by RPC in the tension zone was introduced. Taking PRPCB1 and UPRPCB1 as examples, the details of dimensions and reinforcements are shown in Figure 1.Figure 1
Dimensions and details of two example specimens. (a) PRPCB1 and (b) UPRPCB1.
(a)
(b)


## 2.2. Materials and Mix Proportions

The RPC raw materials are as follows: P.O. 52.5 Portland cement; Silica fume with 92.17% SiO2 of specific surface area 24200 m2/kg; S75 grade slag powder of specific surface area 450 m2/kg; glass microbead fly ash of specific surface area 600 m2/kg; natural fine river sand of fineness modulus 1.92 and particle size 1.0∼3.0 mm; type I plain copper-plated steel fiber of length 13 mm and equivalent diameter 0.22 mm; and liquid polycarboxylic acid superplasticizer containing 40% solids. The mix ratio is shown in Table 2. The cube specimens have a geometry of 100 × 100 × 100 mm3 in material strength test, and the cube compressive strength of the RPC is 160 MPa.Table 2
Mix ratio of RPC.
Water-binder ratio
Cement
Silica fume
Slag powder
Fly ash
Fine sand
Amount of water reducer in solid state
Steel fiber volume content (%)
0.2
1
0.3
0.2
0.2
1.2
0.04
2The tendon system adopts 1860 MPa low-relaxation steel strands with a diameter of 15.2 mm, BM 15-3 clip anchor, and galvanized flat metal bellows (section size: 65 mm × 25 mm). The longitudinal rebars and stirrups are HRB 400 hot rolled steel bars; the measured yield strength and ultimate strength are shown in Table3.Table 3
Mechanical properties of steel bars.
Species
Yield strength (conditional yield strength) (MPa)
Ultimate strength (MPa)
Proportional ultimate strength (MPa)
10
487.33
657.49
—
18
485.90
644.83
—
22
484.51
660.12
—
ΦS15
1726.87
1932.94
1455.07


## 2.3. Fire Test Setup

The fire test has been carried out in a large horizontal structure fire furnace. The length × width × height of the test furnace is 6.0 m × 5.0 m × 1.5 m. The specimens have been heated under a constant load; the two sides and the bottom have been exposed to fire. The specimens are simply supported at both ends. The concentrated load (loaded to the predetermined load level by the hydraulic jack and kept constant) has been applied at the three deflection points. The furnace has been heated according to the ISO834 standard heating curve, and the fire test setup is illustrated in Figure2. PRPCB1∼PRPCB4 are the first furnace, which is exposed to fire for 150 min; PRPCB5, PRPCB6, UPRPCB1, and UPRPCB2 are the second furnace, which is exposed to fire for 160 min. The comparison between the measured furnace temperatures and the ISO834 standard heating curve is shown in Figure 3.Figure 2
Fire test setup. (a) Lab view of test setup. (b) Test setup sketch.
(a)
(b)Figure 3
Temperature-fire curves of fire furnace.


## 2.4. Fire Test Results

The specimen morphology after exposure to the fire is shown in Figure4. All the specimens have different degrees of bending cracks, of which the main cracks are located in the mid-span region. During the process of postfire cooling, the material properties of the RPC and reinforcements are partially restored, and the deflection of the beams tended to recover. After natural cooling at room temperature, the specimens all have residual deflections. The specimens maintained good volume integrity, with only minor bursts occurring locally. The burst area is 2.52% of the fire area, and the burst depth is 3∼12 mm. The bursting is random and because the specimen bursts slightly under fire has little influence on the temperature field of the specimens and the degradation amplitude of the internal material properties. Thus, the test data after fire deserves reference.Figure 4
The specimen morphology after fire. (a) PRPCB2. (b) UPRPCB2.
(a)
(b)The internal temperature monitoring positions are described in Figures5(a)–5(c), showing the change curves of the temperature with respect to the fire time at each monitoring point of PRPCB1 and UPRPCB1, respectively. RPC is a thermally inert material, and the transient heat in the beam conforms to the nonlinear transfer law of the secondary parabolic type, forming an inhomogeneous temperature field. With the increase in the fire time, the internal temperature of the specimen increases nonlinearly. The closer the measurement to the fire surface, the larger the temperature gradient and the faster the rise in heating. The further away from the fire surface, the slower the rise in heating. Due to the same temperature environments in the furnace test, the internal temperature-time curve of each specimen has the same variation law. Figure 5(d) shows the change curve of the prestressed bar temperature for all fire specimens.Figure 5
The temperature-fire time curves for the specimens. (a) Internal temperature monitoring points. (b) PRPCB1. (c) UPRPCB1. (d) Tendons.
(a)
(b)
(c)
(d)


## 3. Residual Bearing Capacity Tests after Fire

### 3.1. Postfire Test Setup

The setup for the static load test of the prestressed RPC beams after fire is illustrated in Figure6. The three-point loading approach is adopted. The pressure is applied by the hydraulic jacks and transferred to the two loading points by a distribution beam. A preload of 5 kN is applied before formal loading; the beam is unloaded to zero after the formal loading. In the initial stage of formal loading, a load control is adopted to carry out graded loading with an increment of 5 kN. The load holding time of each stage is 3 min, and the load value of each stage is no more than 20% of the normal load value. When the external load value is close to the ultimate load, the displacement control is adopted such that every 5 mm increase in the midspan displacement occurs for one grade.Figure 6
Postfire test setup.


### 3.2. Instrumentation

The displacement increment and concrete stress of the prestressed RPC beams at the midspan and the ends have been measured. The specimens are uniformly painted with lime after exposure to a fire. Before loading in the test, concrete strain gauges have been pasted; these are 120 Ω foil type resistance strain gauges. Five strain gauges have been pasted transversely and uniformly every 25 mm at the edge of the midspan of both top and bottom sides of the specimens. Two strain gauges have been pasted every 60 mm at the trailing edge of the position where the large crack occurred after the fire. A 45° paste triaxial strain rosette has been pasted 250 mm from the tension (or anchor) ends of both ends of the specimens, as shown in Figure7.Figure 7
Strain monitoring. (a) Near the crack. (b) Midspan. (c) Near the support.
(a)
(b)
(c)The specimen deformation measurement points are arranged at the midspan, trisection loading points, and supports of the longitudinal axis of the beam. The displacements at the triequally divided loading point and midspan have changed substantially. The LVDT displacement meter with a measuring range of ±250 mm has been adopted. At the supports, the displacement has been measured with a shockproof pointer dial meter to eliminate the influence of the beam end displacement on the deformation of the specimens.


## 3.1. Postfire Test Setup

The setup for the static load test of the prestressed RPC beams after fire is illustrated in Figure6. The three-point loading approach is adopted. The pressure is applied by the hydraulic jacks and transferred to the two loading points by a distribution beam. A preload of 5 kN is applied before formal loading; the beam is unloaded to zero after the formal loading. In the initial stage of formal loading, a load control is adopted to carry out graded loading with an increment of 5 kN. The load holding time of each stage is 3 min, and the load value of each stage is no more than 20% of the normal load value. When the external load value is close to the ultimate load, the displacement control is adopted such that every 5 mm increase in the midspan displacement occurs for one grade.Figure 6
Postfire test setup.


## 3.2. Instrumentation

The displacement increment and concrete stress of the prestressed RPC beams at the midspan and the ends have been measured. The specimens are uniformly painted with lime after exposure to a fire. Before loading in the test, concrete strain gauges have been pasted; these are 120 Ω foil type resistance strain gauges. Five strain gauges have been pasted transversely and uniformly every 25 mm at the edge of the midspan of both top and bottom sides of the specimens. Two strain gauges have been pasted every 60 mm at the trailing edge of the position where the large crack occurred after the fire. A 45° paste triaxial strain rosette has been pasted 250 mm from the tension (or anchor) ends of both ends of the specimens, as shown in Figure7.Figure 7
Strain monitoring. (a) Near the crack. (b) Midspan. (c) Near the support.
(a)
(b)
(c)The specimen deformation measurement points are arranged at the midspan, trisection loading points, and supports of the longitudinal axis of the beam. The displacements at the triequally divided loading point and midspan have changed substantially. The LVDT displacement meter with a measuring range of ±250 mm has been adopted. At the supports, the displacement has been measured with a shockproof pointer dial meter to eliminate the influence of the beam end displacement on the deformation of the specimens.


## 4. Residual Bearing Capacity Test Results

### 4.1. Test Procedure

Before testing, the exposed surfaces of the specimens have some phenomena such as bursting, bulging and peeling, and pockmarked surfaces. The color appears gray and white. With the increase of the section height, the colors of other concrete components gradually decrease and tend to be light gray, among which the antiarch phenomenon appears on PRPCB6. At the early stage of the loading process, the specimens do not produce any obvious sounds. At the later stage, the midspan displacement of the beams increases rapidly. The steel fiber inside the beams presents rustling sounds, which are the sounds of steel fibers pulling out from the RPC substrate and of the steel fibers breaking. When the loading is about to stop, the concrete at the edge of the compression zone of the specimens is crushed and the midspan deformation of the beams continues to increase while the bearing load begins to decrease. Taking PRPCB2 as an example, the crack development is not obvious at the initial loading, but it is accompanied by the internal rustle of the beam body. When the external load reaches 140 kN, a new vertical crack appears in the middle span with a width of 0.05 mm and a length of 5 cm. No obvious crack appears in the shear span. When the loading reaches 192 kN, three vertical main cracks in the pure bending section appear, with the maximum crack width of 6 mm and the average parallel distance of 13 cm. At the 240 kN loading, two main cracks in the pure bending section widen to 9 mm. As the load continues to 276 kN, according to the displacement control, the prestressed tendon shrinks and the width of the main cracks increases rapidly and extends upward to the top of the beam. This causes the specimen to lose its bearing capacity instantly. As the external load reading falls back to 270 kN, the load reading is kept constant with continuous loading, while the midspan displacement increases from 250 mm to 260 mm. At this time, no significant development of oblique cracks has been observed in the shear span. Compared with room temperature conditions, the failure pattern of the prestressed RPC beams after fire has no obvious uncracked stage; they bear loads with cracks and then fail after the steel bars yield.The ultimate loads applied on PRPCB1-6 are 226.5 kN, 273 kN, 207 kN, 161.9 kN, 201.7 kN, and 251.2 kN. The PRPCB4 specimen suffers the most serious damage with the maximum crack width up to 80 mm. UPRPCB1 and UPRPCB2 fracture suddenly, and their ultimate bearing capacity has been reduced after the fire. The relative slippage occurs between the unbonded tendons and the RPC in the longitudinal direction. The tensile capacity of the unbounded tendons cannot be fully exerted: its bearing capacity is approximately 50% of the bonded prestressed RPC beams.


### 4.2. Midspan Deflections

Under fire, six of the beam specimens show residual deformation of different degrees. The exceptions are that the PRPCB2 deformation is not obvious and PRPCB6 presents an antiarch. Among the six, there is an obvious bottom-up main crack near the tensioning end of PRPCB4, of which the maximum crack width before loading is 25 mm. PRPCB4 has the minimum ultimate load among the bonded prestressed RPC beams. The antiarch value of the PRPCB6 specimen is shown in Figure8, which is used to calculate the midspan deflection increment that is postfire static load.Figure 8
The antiarch value of PRPCB6 after fire.The measurement of the midspan deflection starts at the position where the specimen is loaded to the proposed load at room temperature; this measurement is oriented with the positive direction downwards. The measured load-midspan deflection curve of each specimen is shown in Figure9. Due to the prestress inside the beam, the load-midspan displacement change is divided into three stages. It shows a linear development trend from the beginning of the loading to the beginning of the RPC concrete crack expansion. After the crack propagation occurs, the slope of the load-midspan deflection curve gradually decreases with the increase of the midspan deflection, showing an obvious nonlinear characteristic. When the peak load is reached, the specimen enters the failure stage, and the curve tends to be stable with some parts showing a downward trend. The abovementioned three stages have significant turning points. By comparing the temperature field under fire for various beams, it appears that an elevated temperature has a great influence on the deformation performance of prestressed RPC beams. The longer the fire time at the same temperature, the greater the deflection of the specimens after the fire. The midspan deflection δ corresponding to the ultimate load is about 1/40 of the effective span l, as shown in Figure 10, far more than 1/150 of the corresponding midspan deflection that occurs at room temperature.Figure 9
The load-midspan displacement curves for the specimens. (a) PRPCB1. (b) PRPCB2. (c) PRPCB3. (d) PRPCB4. (e) PRPCB5. (f) PRPCB6. (g) UPRPCB1. (h) UPRPCB2.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)Figure 10
Deflection under static load of postfire prestressed RPC beams.


### 4.3. Prestress and Strain Variety

Figure11 shows the prestress versus displacement increment curves of tendons in specimens. Prestress at the end of the bonded prestressed beams performed no evident change during the static load test. The cover thickness of tendons Cp is more than 135 mm in the region from the contraflexural point to the support point, and the highest temperature of RPC around tendons is lower than 250°C. Considering that the mechanical performance deteriorated slightly after suffering temperatures below 300°C, bonding between tendons and surrounding RPC was stable in this region.Figure 11
Changes of prestress of tendons with displacement increment. (a) The first batch test. (b) The second batch test.
(a)
(b)The prestress versus displacement increment curves of tendons in UPRPCB1 and UPRPCB2 are shown in Figure11(b). The change of prestress with displacement increment contains ascending and descending stages. In the initial term of the test (ascending part), tendons, steel bars, and RPC in tension region provided tension cooperatively, and the prestress of tendons increased with the growth of loading. When steel bars yielded, the ratio of tension sharing with tendons to the whole tension increased; thus, the slope of curves becomes larger. The maximum temperatures of tendons in UPRPCB1 and UPRPCB2 were 525°C and 640°C; the tensile strength approximately declined to 80% and 60% of that at room temperature, respectively. After the tendons yield, the displacement and crushing zone height of the beams grew rapidly and prestress in tendons declined significantly. The central longitudinal strain distribution is described in Figure 12. The results show that before 0.8 times of the ultimate load Fu the strain distribution meets the flat section assumption.Figure 12
Central longitudinal strain distribution.


### 4.4. Failure Modes

The failure modes of the prestressed RPC beams under static loads are shown in Figure13. Under the action of external loads, the beam has a downward flexural deformation, and the normal section is damaged by the bending. First, the temperature crack widens in the tension zone of the pure bending section, accompanied by new vertical cracks. Afterwards, with the increase of external loads, the vertical cracks in the pure bending section gradually increase and extend upward; small oblique cracks are also added in the bending shear section. When the external load approaches the ultimate load, the change in the load value is reduced and is loaded to the yield value of the steel bar by displacement control. The concrete in the compression zone is crushed, and the specimen is damaged. The higher the temperature the specimen is subjected to, the larger the height of the compression zone. The temperature cracks develop into main cracks during the loading process. The new cracks are concentrated at the lower part of the loading point and near the temperature cracks.Figure 13
The failure mode of specimens. (a) Main crack. (b) Steel bar yield. (c) Steel fiber pulling out. (d) Rebar slip.
(a)
(b)
(c)
(d)After fire, bonded prestressed RPC beams cannot slide due to the adhesive effect between the whole length of the tendons and the concrete contact surface. Its ultimate bearing capacity is larger than that of the RPC beam without bellows. It is seen from the load-midspan displacement that the bonded prestressed RPC beams have better ductility than the postfire prestressed ordinary concrete beam.The change of the effective prestress at the end of the bonded prestressed RPC beams is not obvious when exposed to fire. The bonding performance of the end RPC and the prestressed tendon is not significantly reduced, while the unbonded effective prestress does present a significant decline. Under the same conditions as the bonded prestressed RPC beams with reinforcement, only one or a few bending cracks appear near the section of the maximum bending moment for the unbonded prestressed RPC beams after fire. With increasing loads, the cracks develop rapidly. The unbonded prestressed RPC beams have better deformation capacity than the bonded prestressed RPC beams, presenting obvious catenary effects.


### 4.5. Cracking Patterns

Figure14 and Table 4 illustrate the crack distributions and measured values of the fire damaged specimens under a static load. After the failure, the cracks in the specimens are mainly concentrated at the loading locations of the distribution beam. The fracture orifices usually develop from the temperature cracks that occur in a fire. Under the action of loads, the unbonded specimens have fewer cracks and faster destruction. The crack development of the bonded specimens is slower, and the crack width continues to increase before the beam is completely damaged.Figure 14
The crack distributions for the specimens. Note that the shadows above the maximum crack of the specimens in the figures show the crushed concrete in the compression zone. (a) PRPCB1. (b) PRPCB2. (c) PRPCB3. (d) PRPCB4. (e) PRPCB5. (f) PRPCB6. (g) UPRPCB1. (h) UPRPCB2.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)Table 4
Residual bearing capacity results of the specimens.
Specimen no.
Ultimate bending moment (kN·m)
Mean crack width (mm)
Mean crack spacing (mm)
Height of RPC crushing zone (mm)
PRPCB1
226.5
7.13
131.25
20
PRPCB2
273
4.78
267.19
26
PRPCB3
207
11.45
342.19
30
PRPCB4
161.9
26.93
881.25
21
PRPCB5
201.7
11.01
595.59
20
PRPCB6
251.2
8.86
309.09
55
UPRPCB1
105.3
14.09
331.25
30
UPRPCB2
125.4
6.51
175
40The average spacing of the specimen crackslm is impacted by numerous parameters including the protective layer thickness, reinforcement ratio, reinforcement diameter, and reinforcement surface properties. Adding steel fiber in RPC concrete can improve the tensile strength of concrete. The bond strength between the concrete and the reinforcing steel bar is roughly proportional to the tensile strength of the concrete. The lm of the reinforced specimens after the fire is greater than that of normal concrete.


## 4.1. Test Procedure

Before testing, the exposed surfaces of the specimens have some phenomena such as bursting, bulging and peeling, and pockmarked surfaces. The color appears gray and white. With the increase of the section height, the colors of other concrete components gradually decrease and tend to be light gray, among which the antiarch phenomenon appears on PRPCB6. At the early stage of the loading process, the specimens do not produce any obvious sounds. At the later stage, the midspan displacement of the beams increases rapidly. The steel fiber inside the beams presents rustling sounds, which are the sounds of steel fibers pulling out from the RPC substrate and of the steel fibers breaking. When the loading is about to stop, the concrete at the edge of the compression zone of the specimens is crushed and the midspan deformation of the beams continues to increase while the bearing load begins to decrease. Taking PRPCB2 as an example, the crack development is not obvious at the initial loading, but it is accompanied by the internal rustle of the beam body. When the external load reaches 140 kN, a new vertical crack appears in the middle span with a width of 0.05 mm and a length of 5 cm. No obvious crack appears in the shear span. When the loading reaches 192 kN, three vertical main cracks in the pure bending section appear, with the maximum crack width of 6 mm and the average parallel distance of 13 cm. At the 240 kN loading, two main cracks in the pure bending section widen to 9 mm. As the load continues to 276 kN, according to the displacement control, the prestressed tendon shrinks and the width of the main cracks increases rapidly and extends upward to the top of the beam. This causes the specimen to lose its bearing capacity instantly. As the external load reading falls back to 270 kN, the load reading is kept constant with continuous loading, while the midspan displacement increases from 250 mm to 260 mm. At this time, no significant development of oblique cracks has been observed in the shear span. Compared with room temperature conditions, the failure pattern of the prestressed RPC beams after fire has no obvious uncracked stage; they bear loads with cracks and then fail after the steel bars yield.The ultimate loads applied on PRPCB1-6 are 226.5 kN, 273 kN, 207 kN, 161.9 kN, 201.7 kN, and 251.2 kN. The PRPCB4 specimen suffers the most serious damage with the maximum crack width up to 80 mm. UPRPCB1 and UPRPCB2 fracture suddenly, and their ultimate bearing capacity has been reduced after the fire. The relative slippage occurs between the unbonded tendons and the RPC in the longitudinal direction. The tensile capacity of the unbounded tendons cannot be fully exerted: its bearing capacity is approximately 50% of the bonded prestressed RPC beams.


## 4.2. Midspan Deflections

Under fire, six of the beam specimens show residual deformation of different degrees. The exceptions are that the PRPCB2 deformation is not obvious and PRPCB6 presents an antiarch. Among the six, there is an obvious bottom-up main crack near the tensioning end of PRPCB4, of which the maximum crack width before loading is 25 mm. PRPCB4 has the minimum ultimate load among the bonded prestressed RPC beams. The antiarch value of the PRPCB6 specimen is shown in Figure8, which is used to calculate the midspan deflection increment that is postfire static load.Figure 8
The antiarch value of PRPCB6 after fire.The measurement of the midspan deflection starts at the position where the specimen is loaded to the proposed load at room temperature; this measurement is oriented with the positive direction downwards. The measured load-midspan deflection curve of each specimen is shown in Figure9. Due to the prestress inside the beam, the load-midspan displacement change is divided into three stages. It shows a linear development trend from the beginning of the loading to the beginning of the RPC concrete crack expansion. After the crack propagation occurs, the slope of the load-midspan deflection curve gradually decreases with the increase of the midspan deflection, showing an obvious nonlinear characteristic. When the peak load is reached, the specimen enters the failure stage, and the curve tends to be stable with some parts showing a downward trend. The abovementioned three stages have significant turning points. By comparing the temperature field under fire for various beams, it appears that an elevated temperature has a great influence on the deformation performance of prestressed RPC beams. The longer the fire time at the same temperature, the greater the deflection of the specimens after the fire. The midspan deflection δ corresponding to the ultimate load is about 1/40 of the effective span l, as shown in Figure 10, far more than 1/150 of the corresponding midspan deflection that occurs at room temperature.Figure 9
The load-midspan displacement curves for the specimens. (a) PRPCB1. (b) PRPCB2. (c) PRPCB3. (d) PRPCB4. (e) PRPCB5. (f) PRPCB6. (g) UPRPCB1. (h) UPRPCB2.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)Figure 10
Deflection under static load of postfire prestressed RPC beams.


## 4.3. Prestress and Strain Variety

Figure11 shows the prestress versus displacement increment curves of tendons in specimens. Prestress at the end of the bonded prestressed beams performed no evident change during the static load test. The cover thickness of tendons Cp is more than 135 mm in the region from the contraflexural point to the support point, and the highest temperature of RPC around tendons is lower than 250°C. Considering that the mechanical performance deteriorated slightly after suffering temperatures below 300°C, bonding between tendons and surrounding RPC was stable in this region.Figure 11
Changes of prestress of tendons with displacement increment. (a) The first batch test. (b) The second batch test.
(a)
(b)The prestress versus displacement increment curves of tendons in UPRPCB1 and UPRPCB2 are shown in Figure11(b). The change of prestress with displacement increment contains ascending and descending stages. In the initial term of the test (ascending part), tendons, steel bars, and RPC in tension region provided tension cooperatively, and the prestress of tendons increased with the growth of loading. When steel bars yielded, the ratio of tension sharing with tendons to the whole tension increased; thus, the slope of curves becomes larger. The maximum temperatures of tendons in UPRPCB1 and UPRPCB2 were 525°C and 640°C; the tensile strength approximately declined to 80% and 60% of that at room temperature, respectively. After the tendons yield, the displacement and crushing zone height of the beams grew rapidly and prestress in tendons declined significantly. The central longitudinal strain distribution is described in Figure 12. The results show that before 0.8 times of the ultimate load Fu the strain distribution meets the flat section assumption.Figure 12
Central longitudinal strain distribution.


## 4.4. Failure Modes

The failure modes of the prestressed RPC beams under static loads are shown in Figure13. Under the action of external loads, the beam has a downward flexural deformation, and the normal section is damaged by the bending. First, the temperature crack widens in the tension zone of the pure bending section, accompanied by new vertical cracks. Afterwards, with the increase of external loads, the vertical cracks in the pure bending section gradually increase and extend upward; small oblique cracks are also added in the bending shear section. When the external load approaches the ultimate load, the change in the load value is reduced and is loaded to the yield value of the steel bar by displacement control. The concrete in the compression zone is crushed, and the specimen is damaged. The higher the temperature the specimen is subjected to, the larger the height of the compression zone. The temperature cracks develop into main cracks during the loading process. The new cracks are concentrated at the lower part of the loading point and near the temperature cracks.Figure 13
The failure mode of specimens. (a) Main crack. (b) Steel bar yield. (c) Steel fiber pulling out. (d) Rebar slip.
(a)
(b)
(c)
(d)After fire, bonded prestressed RPC beams cannot slide due to the adhesive effect between the whole length of the tendons and the concrete contact surface. Its ultimate bearing capacity is larger than that of the RPC beam without bellows. It is seen from the load-midspan displacement that the bonded prestressed RPC beams have better ductility than the postfire prestressed ordinary concrete beam.The change of the effective prestress at the end of the bonded prestressed RPC beams is not obvious when exposed to fire. The bonding performance of the end RPC and the prestressed tendon is not significantly reduced, while the unbonded effective prestress does present a significant decline. Under the same conditions as the bonded prestressed RPC beams with reinforcement, only one or a few bending cracks appear near the section of the maximum bending moment for the unbonded prestressed RPC beams after fire. With increasing loads, the cracks develop rapidly. The unbonded prestressed RPC beams have better deformation capacity than the bonded prestressed RPC beams, presenting obvious catenary effects.


## 4.5. Cracking Patterns

Figure14 and Table 4 illustrate the crack distributions and measured values of the fire damaged specimens under a static load. After the failure, the cracks in the specimens are mainly concentrated at the loading locations of the distribution beam. The fracture orifices usually develop from the temperature cracks that occur in a fire. Under the action of loads, the unbonded specimens have fewer cracks and faster destruction. The crack development of the bonded specimens is slower, and the crack width continues to increase before the beam is completely damaged.Figure 14
The crack distributions for the specimens. Note that the shadows above the maximum crack of the specimens in the figures show the crushed concrete in the compression zone. (a) PRPCB1. (b) PRPCB2. (c) PRPCB3. (d) PRPCB4. (e) PRPCB5. (f) PRPCB6. (g) UPRPCB1. (h) UPRPCB2.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)Table 4
Residual bearing capacity results of the specimens.
Specimen no.
Ultimate bending moment (kN·m)
Mean crack width (mm)
Mean crack spacing (mm)
Height of RPC crushing zone (mm)
PRPCB1
226.5
7.13
131.25
20
PRPCB2
273
4.78
267.19
26
PRPCB3
207
11.45
342.19
30
PRPCB4
161.9
26.93
881.25
21
PRPCB5
201.7
11.01
595.59
20
PRPCB6
251.2
8.86
309.09
55
UPRPCB1
105.3
14.09
331.25
30
UPRPCB2
125.4
6.51
175
40The average spacing of the specimen crackslm is impacted by numerous parameters including the protective layer thickness, reinforcement ratio, reinforcement diameter, and reinforcement surface properties. Adding steel fiber in RPC concrete can improve the tensile strength of concrete. The bond strength between the concrete and the reinforcing steel bar is roughly proportional to the tensile strength of the concrete. The lm of the reinforced specimens after the fire is greater than that of normal concrete.


## 5. Factors Affecting the Postfire Safety of Prestressed RPC Beams

In order to reveal the postfire safety of prestressed RPC beams, the influences of cover thickness of tendons, load ratio, partial prestressing ratio, and type of tendons are analyzed.


### 5.1. Effect of Cover Thickness of TendonsCp

The test investigates the midspan deformation of the bonded and unbonded specimens withCp of 35 mm, 45 mm, and 55 mm under the same ultimate loading value after fire, as shown in Figure 15.Figure 15
Midspan deformation curves of the specimens with different cover thickness. (a) PRPCB1 and PRPCB5. (b) PRPCB2 and PRPCB6. (c) UPRPCB1 and UPRPCB2.
(a)
(b)
(c)The ultimate load value of PRPCB1 is 226.5 kN, and the ultimate load value of PRPCB5 is 201.7 kN. The ultimate bending moment of beams can be obtained from (Fu/2) × l/3, both of which are close. Fu is ultimate load gathered by pressure sensor under hydraulic jack. The inflection point of the load-displacement curve of PRPCB5 is significantly later than that of PRPCB1. The inflection points of PRPCB6 and UPRPCB2 are significantly later than those of PRPCB2 and UPRPCB1, respectively.The increase in the cover thickness can delay the heating process of the reinforcements. The lower the temperature of the tendons under fire, the smaller the elastic modulus and strength attenuation of the material. In turn, this reduces the stress relaxation and creep, causing a stronger bending deformation capacity. With the increase in the cover thickness, the effective height of the section of the prestressed RPC beams also decreases, which reduces the bending capacity of the specimens after fire.


### 5.2. Effect of PPR

Figure16 compares the postfire mechanical behaviors of PRPCB3 and PRPCB4 with different PPRs. After fire, the midspan displacement has an approximate trend to that of the external load, both of which are bifurcated with slow transitions. The higher the degree of prestress, the greater the proportion of the tendons to the bearing capacity of the prestressed RPC beams. The fire resistance performance of the prestressed steel strand is more sensitive than that of ordinary steel bars, and the material performance degradation is more significant under high temperatures. At 350°C, the ultimate tensile strength of an 1860 MPa tendon is 50% of that at room temperature, whereas at 430°C the intensity is approximately 60%. Near 520°C, the strength decreases by 80%. According to the test results, the influence of PPR on the fire resistance of RPC beams is relatively small.Figure 16
Midspan deformation curves of the specimens with different PPRs.


### 5.3. Effect of Load Ratio

The load ratio is the ratio between the actual load applied in a test and the corresponding load when the ultimate bearing capacity of the normal section is reached. The mechanical behaviors of the bonded prestressed RPC beams after a fire at the 0.3 and 0.5 initial load ratios are compared and analyzed, as shown in Figure17.Figure 17
Midspan deformation curve under different load ratios. (a) PRPCB1 and PRPCB2. (b) PRPCB5 and PRPCB6.
(a)
(b)Within 100 kN of the initial loading, the damage of the mechanical properties of the RPC and reinforcements are not obvious due to the small initial external load. The midspan displacements of PRPCB1, PRPCB2, PRPCB5, and PRPCB6 at the initial load ratios of 0.3 and 0.5 exhibit similar variation trend with the loads. With the increase of the external loads, the midspan deformation growth rate and residual bearing capacity of PRPCB2 and PRPCB6 at the initial load ratio of 0.5 are significantly higher than those of PRPCB1 and PRPCB5 at the initial load ratio of 0.3. This is mainly because the test specimen at the initial load level of 0.5 produces a higher stress effect in comparison with the initial load ratio of 0.3. In addition, a larger additional deformation is produced due to the decrease of the elastic modulus of the material and the creep at high temperatures.The influence of the initial load ratios from 0.3 to 0.5 of the bonded prestressed RPC beams is greater than that of the cover thickness of tendons from 35 mm to 55 mm. Therefore, the load ratio is one of the key factors influencing the postfire safety of prestressed RPC beams.


### 5.4. Effect of Bonded/Unbonded Tendons

For unbonded prestressed RPC beams, because there is no bonding between the tendons and the surrounding concrete, one or a few vertical cracks usually appear in the section of the maximum bending moment. With the increase in the load, the width and height of the cracks increase rapidly. With the evolution of the cracks, the concrete is crushed and brittle failure occurs on the beam. The residual bending capacities of PRPCB6 and PRPCB2 in Figure18 are 251.2 kN·m and 125.4 kN·m, respectively.Figure 18
The effect of bonding on the midspan deformation of the specimens. (a) PRPCB4 and PRPCB2. (b) PRPCB5 and PRPCB6.
(a)
(b)The increase of the deflection of unbonded prestressed RPC beams is more likely to form larger flexural cracks. The temperature in the cracks increases rapidly, resulting in serious loss in the high-temperature properties of the tendons. Although bonded tendons, such as unbonded prestressed tendons, produce substantial high-temperature creep and free expansion with increases in temperature, the tendons slip in the bellows. This leads to the loss and release of effective prestresses. The postfire safety of bonded prestressed RPC beams is superior than that of unbonded prestressed RPC beams.


## 5.1. Effect of Cover Thickness of TendonsCp

The test investigates the midspan deformation of the bonded and unbonded specimens withCp of 35 mm, 45 mm, and 55 mm under the same ultimate loading value after fire, as shown in Figure 15.Figure 15
Midspan deformation curves of the specimens with different cover thickness. (a) PRPCB1 and PRPCB5. (b) PRPCB2 and PRPCB6. (c) UPRPCB1 and UPRPCB2.
(a)
(b)
(c)The ultimate load value of PRPCB1 is 226.5 kN, and the ultimate load value of PRPCB5 is 201.7 kN. The ultimate bending moment of beams can be obtained from (Fu/2) × l/3, both of which are close. Fu is ultimate load gathered by pressure sensor under hydraulic jack. The inflection point of the load-displacement curve of PRPCB5 is significantly later than that of PRPCB1. The inflection points of PRPCB6 and UPRPCB2 are significantly later than those of PRPCB2 and UPRPCB1, respectively.The increase in the cover thickness can delay the heating process of the reinforcements. The lower the temperature of the tendons under fire, the smaller the elastic modulus and strength attenuation of the material. In turn, this reduces the stress relaxation and creep, causing a stronger bending deformation capacity. With the increase in the cover thickness, the effective height of the section of the prestressed RPC beams also decreases, which reduces the bending capacity of the specimens after fire.


## 5.2. Effect of PPR

Figure16 compares the postfire mechanical behaviors of PRPCB3 and PRPCB4 with different PPRs. After fire, the midspan displacement has an approximate trend to that of the external load, both of which are bifurcated with slow transitions. The higher the degree of prestress, the greater the proportion of the tendons to the bearing capacity of the prestressed RPC beams. The fire resistance performance of the prestressed steel strand is more sensitive than that of ordinary steel bars, and the material performance degradation is more significant under high temperatures. At 350°C, the ultimate tensile strength of an 1860 MPa tendon is 50% of that at room temperature, whereas at 430°C the intensity is approximately 60%. Near 520°C, the strength decreases by 80%. According to the test results, the influence of PPR on the fire resistance of RPC beams is relatively small.Figure 16
Midspan deformation curves of the specimens with different PPRs.


## 5.3. Effect of Load Ratio

The load ratio is the ratio between the actual load applied in a test and the corresponding load when the ultimate bearing capacity of the normal section is reached. The mechanical behaviors of the bonded prestressed RPC beams after a fire at the 0.3 and 0.5 initial load ratios are compared and analyzed, as shown in Figure17.Figure 17
Midspan deformation curve under different load ratios. (a) PRPCB1 and PRPCB2. (b) PRPCB5 and PRPCB6.
(a)
(b)Within 100 kN of the initial loading, the damage of the mechanical properties of the RPC and reinforcements are not obvious due to the small initial external load. The midspan displacements of PRPCB1, PRPCB2, PRPCB5, and PRPCB6 at the initial load ratios of 0.3 and 0.5 exhibit similar variation trend with the loads. With the increase of the external loads, the midspan deformation growth rate and residual bearing capacity of PRPCB2 and PRPCB6 at the initial load ratio of 0.5 are significantly higher than those of PRPCB1 and PRPCB5 at the initial load ratio of 0.3. This is mainly because the test specimen at the initial load level of 0.5 produces a higher stress effect in comparison with the initial load ratio of 0.3. In addition, a larger additional deformation is produced due to the decrease of the elastic modulus of the material and the creep at high temperatures.The influence of the initial load ratios from 0.3 to 0.5 of the bonded prestressed RPC beams is greater than that of the cover thickness of tendons from 35 mm to 55 mm. Therefore, the load ratio is one of the key factors influencing the postfire safety of prestressed RPC beams.


## 5.4. Effect of Bonded/Unbonded Tendons

For unbonded prestressed RPC beams, because there is no bonding between the tendons and the surrounding concrete, one or a few vertical cracks usually appear in the section of the maximum bending moment. With the increase in the load, the width and height of the cracks increase rapidly. With the evolution of the cracks, the concrete is crushed and brittle failure occurs on the beam. The residual bending capacities of PRPCB6 and PRPCB2 in Figure18 are 251.2 kN·m and 125.4 kN·m, respectively.Figure 18
The effect of bonding on the midspan deformation of the specimens. (a) PRPCB4 and PRPCB2. (b) PRPCB5 and PRPCB6.
(a)
(b)The increase of the deflection of unbonded prestressed RPC beams is more likely to form larger flexural cracks. The temperature in the cracks increases rapidly, resulting in serious loss in the high-temperature properties of the tendons. Although bonded tendons, such as unbonded prestressed tendons, produce substantial high-temperature creep and free expansion with increases in temperature, the tendons slip in the bellows. This leads to the loss and release of effective prestresses. The postfire safety of bonded prestressed RPC beams is superior than that of unbonded prestressed RPC beams.


## 6. Conclusions

(1)
The postfire safety of prestressed RPC beams progressively decreases with the increase of the fire’s duration. Due to the prestress inside the beam, the load-deflection curve of the prestressed RPC beams shows a three-section polyline variation rule after the fire damage occurs. The polyline has obvious boundary points corresponding to the crack expansion of the RPC and the yield of the tendons.
(2)
There is a strong catenary effect in the deformation of the prestressed RPC beams after fire damage occurs. The midspan deformation under the ultimate load is approximately 1/40 of the effective span, which is significantly larger than 1/150 at room temperature.
(3)
For the prestressed RPC beams designed according to underreinforced beam, the failure process presents the original failure characteristics according to the load-deflection curves after fire. However, compared with beams at room temperature, the height of RPC crushing zone on the top of the beam is smaller, and the crack on the bottom of the beams is larger. From the failure appearance, the failure mode belongs to a less-reinforced beam.
(4)
Load ratio, cover thickness, and type of tendons are key factors influencing the postfire safety of prestressed RPC beams. With the same design parameters, the postfire safety of bonded prestressed RPC beams is superior than that of unbonded prestressed RPC beams.



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*Source: 7837418-2020-05-08.xml*