# Properties of Reactive Powder Concrete and Its Application in Highway Bridge

Authors: Junwei Song; Shuhua Liu
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

A high-performance reactive powder concrete (RPC) was prepared with river sand, and the maximum particle size is 1.25 mm, under the 80°C steam curing condition. It is tested completely in terms of strength, uniaxial compressive stress-strain relation, flexural load-deflection relation, and frost resisting durability, and the results indicate that the concrete is suitable to RPC200. The uniaxial compressive stress-strain curve shows a linear-elastic behaviour up to explosive failure, which is different from that of conventional concrete. High postpeak load carrying capacity shows high toughness and reinforcing effect of the steel fibers. The RPC has not only much higher limit strain than conventional concrete, but also excellent frost resisting durability at the fifth day of age exceeding F300. Furthermore, the RPC satisfactorily meets the requirement of practical application for Xialouzi Bridge built with the RPC totally according to the calculation with finite element analysis software MIDAS/Civil. And the static loading testing result suggests that design of the bridge meets the utilization requirements.


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## Body

## 1. Introduction

In 1993, French Corporation BOUYGUES firstly developed a new type of ultra-high-performance cement based composite material—reactive powder concrete (RPC) [1–3]. Though it has not been long since its advent, RPC has already been successfully applied in engineering construction field in a few years, due to its high mechanical properties and excellent durability. The first footbridge made of RPC in the world locates in Sherbrooke, Québec Province, Canada. It adopts truss structure of RPC steel tube in 60 m width. Stainless steel tube loaded with RPC200 is used to make the web member of the truss structure. The lower chord is RPC twin beams. Each of the prefabricated sections is 10 m long and 3 m high and they are assembled together through posttensioned prestressing after being transported to the site [4]. The use of RPC not only mitigates weight greatly but also improves the structure’s durability to resist the frequent corrosion from the deicing salt and damage due to the freezing and thawing cycle under environments with high humidity. RPC is a kind of ultra-high-performance concrete with high strength, high tenacity, and low porosity. Enhancing the components’ fineness and activity and abandoning coarse aggregate to minimize the material’s internal defect (pore space and microcrack) are main basic preparation principles to attain ultra-high strength and durability [5–10].RPC possesses very high strength: it is usually divided into two grades: RPC200 and RPC800. The former’s compressive strength and tensile strength are 170–230 MPa and 20–50 MPa, respectively, and those of the latter are 500–800 MPa and 45–140 MPa, respectively [4]. As for the good tenacity, incorporating steel fiber could increase the RPC’s fracture energy to 20000–40000 J/m2. In comparison with ordinary concrete, the rupture strength of RPC is an order of magnitude higher, and the fracture energy is more than two orders of magnitude higher [11–13]. Moreover, its low w/b ratio producing good pore structure and low porosity contributes to RPC’s excellent durability [14, 15].RPC is soon widely spread in European and American countries for its excellent properties in the last two decades. The Mars Hill Bridge in Iowa, USA, built by Lafarge Corporation using Ductal® material is a successful example. Completely constructed by using RPC, the bridge won The Tenth Bridge Competition Award held by American PCI Association and was honored to be “The future bridge” [4].But, there are many limits in these mentioned bridges. The first RPC bridge of Sherbrooke is a pedestrian bridge, and the load-bearing capability of these pedestrian bridges is very low. What is more, most of the highway RPC bridges were built with reinforced or even prestressed RPC, and the reinforcement ratio reduces little, which does not make the best of its advantages of ultra-high strength and high toughness.According to Xialouzi Bridge engineering project, RPC200 was prepared. Its strength, compressive stress-strain behaviour, flexure load-deflection character, and durability were tested. The bridge was built with plain RPC and without any reinforcement to take full advantage of its ultra-high strength, toughness, and durability. The RPC satisfactorily meets the requirement of practical application for Xialouzi Bridge built by RPC totally according to the calculation with finite element analysis software MIDAS/Civil.


## 2. Experimental

P.O 42.5 ordinary Portland cement, ultrafine active silica fume, river sand (the maximum particle diameter is 1.25 mm), superplasticizer, steel fiber (12–15 mm long, the diameter is 0.2–0.25 mm, and tensile strength exceeds 2850 MPa), and tap water were used. Table1 shows the mix proportion of RPC200.Table 1
Mix proportion of RPC200/kg⋅m−3.
Cement
Silica fume
Water
Superplasticizer
Sand
Steel fiber
884.3
221.1
148.2
27.6
1105.4
150.0A forced mixer is the mixing machine for RPC preparation. Mix the sand, cement, and silica fume for 2 minutes under dry condition; pour the superplasticizer and water and mix for 5 minutes; finally add the steel fiber and mix for 3–6 minutes. Cast RPC into the mould for 24 hours. Then remove the mould and put RPC in the curing box under 80°C steam curing condition for 72 hours. After that, let them cool naturally in the curing box for 24 hours and conduct performance test. The whole period lasts five days after adding the mixing water.


## 3. Properties of RPC200

### 3.1. Strength

Prepare RPC according to the above mix proportion and test its compressive strength, flexure strength, elastic module, splitting tensile strength, and shear strength. Table2 lists the test results. There are three various kinds of specimen size for the compressive strength test: 40 × 40 × 40 mm, 100 × 100 × 100 mm, and 100 × 100 × 300 mm, marked with 4, 10, and 10 prismoids, respectively; specimens 4 and 10 are for flexural strength test and 10 prismoids for elastic module test, and 10 is for splitting tensile strength test and shear strength test.Table 2
Mechanical properties of RPC200.
Compressive strength/MPa
Flexural strength/MPa
Elastic module/GPa
Splitting tensile strength/Mpa
Shear strength/MPa
4
10
10 prismoids
4
10
236.8
218.3
151.3
31.4
27.7
48.9
25.6
19.1As is shown in Table2, compressive strengths of cubic RPC specimens of 4 cm size and 10 cm size are 236.8 MPa and 218.3 MPa, both meeting RPC200 requirement. In addition, tensile strength and flexure strength are so high that both are exceeding 25 MPa; the elastic module is 48.9 GPa and according to these test results, RPC200 is suitable for the bridge structure.


### 3.2. Stress-Strain Behaviour

100 × 100 × 300 mm prismatic specimens were tested in the compressive stress-strain curve experiment. Displacement control loading type is adopted, and the loading rates are 10−4/s (marked with “R”) and 10−5/s (marked with “S”), respectively. 100 × 100 × 400 mm prismatic specimens were tested in flexural stress-deflection curve experiment. Displacement control loading type is also adopted, and the loading rate is 10−4/s.


#### 3.2.1. Compressive Stress-Strain Behaviour

Compressive stress-strain curves of RPC are shown as in Figures1 and 2. It could be inferred from them that the compressive stress-strain characteristic of RPC200 displays obviously brittle failure. In both stress-strain curves of different loading rates, the stress of RPC200 increases straight as the strain increases until explosive failure so the descending stage could not be observed.Figure 1
Compressive stress-strain curve of RPC200 (R).Figure 2
Compressive stress-strain curve of RPC200 (S).Table3 lists the characteristic parameters of compressive stress-strain curve of RPC200. Ultimate strength of the RPC under 10−4/s loading rate is 18 MPa higher than that under 10−5/s loading rate. The faster the loading rate, the higher the ultimate strength, which is consistent with ordinary concrete (strain (με), stress (MPa)).Table 3
Characteristic parameters of compressive stress-strain curves of RPC200.
Loading rate
Peak strain/με
Ultimate stress/MPa
10−4/s
3129
158
10−5/s
3508
140


#### 3.2.2. Flexural Load-Deflection Curve

The flexural load-deflection curve test adopted three-point bending load method and the span across the bottom pivot is 300 mm. Figure3 displays the flexural load-deflection curve. It reveals that the flexural load-deflection curve displays favourable ductility, and the descending stage is very gentle. Extraction or tensile failure of the steel fiber should account for the curve’s jumping part, but the whole still presents good ductility.Figure 3
Flexural load-deflection curve of RPC200.


#### 3.2.3. Constitutive Model

Unlike ordinary concrete, lack of coarse aggregate renders better uniformity of RPC for influence of the transition zone is little, and its constitutive relationship is similar to that of mortar. Judging from the previous test results and analysis, RPC is a typical elastic brittle material. In the RPC prismatic specimens’ uniaxial compressive strength test, the stress-strain curve displays a linear ascent stage until the ultimate strain when the strength sharply drops, and then explosive failure occurs finally. So it is difficult to observe complete descending stage. The uniaxial compressive stress-strain relationship of RPC could be expressed as follows:(1)
σ
c
=
E
c
ε
c
ε
c
≤
ε
0
,
σ
c
=
0
ε
c
>
ε
0
.The elastic module of RPC is 40~50 GPa according to different researchers’ tests. In this paper, the elastic module of RPC200 is 48.9 GPa. Elastic module of RPC relates to its matrix strength and amount of steel fiber. Besides, elastic module increases to some extent when the loading rate is fast. Compared with ordinary concrete, when strength of RPC increases a lot, its elastic module changes a little. Thus, the ultimate strain of RPC is far higher than ordinary concrete, usually 3000~5000 microstrains, and even exceeds steel’s yielding strain, while that of ordinary concrete is 1500~2000.


#### 3.2.4. Failure Criterion

As for the ordinary concrete, the microcracks bifurcate or develop around the coarse aggregate and eventually turn into multiple cracking, which leads to the concrete’s integral damage. In terms of RPC, strength of the matrix is high, and the binding capacity of steel fiber is relatively insufficient, so the crack rapidly propagates unsteadily once it happens. There are only one or several main cracks concentrated in the local area when RPC finally breaks up.


### 3.3. Frost Durability

Because the 3d strength of RPC under steam curing is high, frost test and strength test were simultaneously conducted; namely, both were brought forward to 5d. Moreover, owing to the excellent durability of RPC, mass loss rate and relative dynamic module were tested every 50 freezing-thawing cycles. Table4 lists the test results. The statistics reveal that the frost resisting level of RPC exceeds F300 with low mass loss rate below 1%. The dynamic module changes little under freezing-thawing conditions. RPC, with its strong frost resistance durability, could guarantee itself good properties during its long service life.Table 4
Frost resisting durability of RPC200.
Mass loss rate (%)
Relative dynamic module (%)
50 cycles
100 cycles
150 cycles
200 cycles
250 cycles
300 cycles
50 cycles
100 cycles
150 cycles
200 cycles
250 cycles
300 cycles
0.34
0.36
0.47
0.59
0.68
0.77
99.8
99.3
97.6
95.8
94.2
92.8


## 3.1. Strength

Prepare RPC according to the above mix proportion and test its compressive strength, flexure strength, elastic module, splitting tensile strength, and shear strength. Table2 lists the test results. There are three various kinds of specimen size for the compressive strength test: 40 × 40 × 40 mm, 100 × 100 × 100 mm, and 100 × 100 × 300 mm, marked with 4, 10, and 10 prismoids, respectively; specimens 4 and 10 are for flexural strength test and 10 prismoids for elastic module test, and 10 is for splitting tensile strength test and shear strength test.Table 2
Mechanical properties of RPC200.
Compressive strength/MPa
Flexural strength/MPa
Elastic module/GPa
Splitting tensile strength/Mpa
Shear strength/MPa
4
10
10 prismoids
4
10
236.8
218.3
151.3
31.4
27.7
48.9
25.6
19.1As is shown in Table2, compressive strengths of cubic RPC specimens of 4 cm size and 10 cm size are 236.8 MPa and 218.3 MPa, both meeting RPC200 requirement. In addition, tensile strength and flexure strength are so high that both are exceeding 25 MPa; the elastic module is 48.9 GPa and according to these test results, RPC200 is suitable for the bridge structure.


## 3.2. Stress-Strain Behaviour

100 × 100 × 300 mm prismatic specimens were tested in the compressive stress-strain curve experiment. Displacement control loading type is adopted, and the loading rates are 10−4/s (marked with “R”) and 10−5/s (marked with “S”), respectively. 100 × 100 × 400 mm prismatic specimens were tested in flexural stress-deflection curve experiment. Displacement control loading type is also adopted, and the loading rate is 10−4/s.


### 3.2.1. Compressive Stress-Strain Behaviour

Compressive stress-strain curves of RPC are shown as in Figures1 and 2. It could be inferred from them that the compressive stress-strain characteristic of RPC200 displays obviously brittle failure. In both stress-strain curves of different loading rates, the stress of RPC200 increases straight as the strain increases until explosive failure so the descending stage could not be observed.Figure 1
Compressive stress-strain curve of RPC200 (R).Figure 2
Compressive stress-strain curve of RPC200 (S).Table3 lists the characteristic parameters of compressive stress-strain curve of RPC200. Ultimate strength of the RPC under 10−4/s loading rate is 18 MPa higher than that under 10−5/s loading rate. The faster the loading rate, the higher the ultimate strength, which is consistent with ordinary concrete (strain (με), stress (MPa)).Table 3
Characteristic parameters of compressive stress-strain curves of RPC200.
Loading rate
Peak strain/με
Ultimate stress/MPa
10−4/s
3129
158
10−5/s
3508
140


### 3.2.2. Flexural Load-Deflection Curve

The flexural load-deflection curve test adopted three-point bending load method and the span across the bottom pivot is 300 mm. Figure3 displays the flexural load-deflection curve. It reveals that the flexural load-deflection curve displays favourable ductility, and the descending stage is very gentle. Extraction or tensile failure of the steel fiber should account for the curve’s jumping part, but the whole still presents good ductility.Figure 3
Flexural load-deflection curve of RPC200.


### 3.2.3. Constitutive Model

Unlike ordinary concrete, lack of coarse aggregate renders better uniformity of RPC for influence of the transition zone is little, and its constitutive relationship is similar to that of mortar. Judging from the previous test results and analysis, RPC is a typical elastic brittle material. In the RPC prismatic specimens’ uniaxial compressive strength test, the stress-strain curve displays a linear ascent stage until the ultimate strain when the strength sharply drops, and then explosive failure occurs finally. So it is difficult to observe complete descending stage. The uniaxial compressive stress-strain relationship of RPC could be expressed as follows:(1)
σ
c
=
E
c
ε
c
ε
c
≤
ε
0
,
σ
c
=
0
ε
c
>
ε
0
.The elastic module of RPC is 40~50 GPa according to different researchers’ tests. In this paper, the elastic module of RPC200 is 48.9 GPa. Elastic module of RPC relates to its matrix strength and amount of steel fiber. Besides, elastic module increases to some extent when the loading rate is fast. Compared with ordinary concrete, when strength of RPC increases a lot, its elastic module changes a little. Thus, the ultimate strain of RPC is far higher than ordinary concrete, usually 3000~5000 microstrains, and even exceeds steel’s yielding strain, while that of ordinary concrete is 1500~2000.


### 3.2.4. Failure Criterion

As for the ordinary concrete, the microcracks bifurcate or develop around the coarse aggregate and eventually turn into multiple cracking, which leads to the concrete’s integral damage. In terms of RPC, strength of the matrix is high, and the binding capacity of steel fiber is relatively insufficient, so the crack rapidly propagates unsteadily once it happens. There are only one or several main cracks concentrated in the local area when RPC finally breaks up.


## 3.2.1. Compressive Stress-Strain Behaviour

Compressive stress-strain curves of RPC are shown as in Figures1 and 2. It could be inferred from them that the compressive stress-strain characteristic of RPC200 displays obviously brittle failure. In both stress-strain curves of different loading rates, the stress of RPC200 increases straight as the strain increases until explosive failure so the descending stage could not be observed.Figure 1
Compressive stress-strain curve of RPC200 (R).Figure 2
Compressive stress-strain curve of RPC200 (S).Table3 lists the characteristic parameters of compressive stress-strain curve of RPC200. Ultimate strength of the RPC under 10−4/s loading rate is 18 MPa higher than that under 10−5/s loading rate. The faster the loading rate, the higher the ultimate strength, which is consistent with ordinary concrete (strain (με), stress (MPa)).Table 3
Characteristic parameters of compressive stress-strain curves of RPC200.
Loading rate
Peak strain/με
Ultimate stress/MPa
10−4/s
3129
158
10−5/s
3508
140


## 3.2.2. Flexural Load-Deflection Curve

The flexural load-deflection curve test adopted three-point bending load method and the span across the bottom pivot is 300 mm. Figure3 displays the flexural load-deflection curve. It reveals that the flexural load-deflection curve displays favourable ductility, and the descending stage is very gentle. Extraction or tensile failure of the steel fiber should account for the curve’s jumping part, but the whole still presents good ductility.Figure 3
Flexural load-deflection curve of RPC200.


## 3.2.3. Constitutive Model

Unlike ordinary concrete, lack of coarse aggregate renders better uniformity of RPC for influence of the transition zone is little, and its constitutive relationship is similar to that of mortar. Judging from the previous test results and analysis, RPC is a typical elastic brittle material. In the RPC prismatic specimens’ uniaxial compressive strength test, the stress-strain curve displays a linear ascent stage until the ultimate strain when the strength sharply drops, and then explosive failure occurs finally. So it is difficult to observe complete descending stage. The uniaxial compressive stress-strain relationship of RPC could be expressed as follows:(1)
σ
c
=
E
c
ε
c
ε
c
≤
ε
0
,
σ
c
=
0
ε
c
>
ε
0
.The elastic module of RPC is 40~50 GPa according to different researchers’ tests. In this paper, the elastic module of RPC200 is 48.9 GPa. Elastic module of RPC relates to its matrix strength and amount of steel fiber. Besides, elastic module increases to some extent when the loading rate is fast. Compared with ordinary concrete, when strength of RPC increases a lot, its elastic module changes a little. Thus, the ultimate strain of RPC is far higher than ordinary concrete, usually 3000~5000 microstrains, and even exceeds steel’s yielding strain, while that of ordinary concrete is 1500~2000.


## 3.2.4. Failure Criterion

As for the ordinary concrete, the microcracks bifurcate or develop around the coarse aggregate and eventually turn into multiple cracking, which leads to the concrete’s integral damage. In terms of RPC, strength of the matrix is high, and the binding capacity of steel fiber is relatively insufficient, so the crack rapidly propagates unsteadily once it happens. There are only one or several main cracks concentrated in the local area when RPC finally breaks up.


## 3.3. Frost Durability

Because the 3d strength of RPC under steam curing is high, frost test and strength test were simultaneously conducted; namely, both were brought forward to 5d. Moreover, owing to the excellent durability of RPC, mass loss rate and relative dynamic module were tested every 50 freezing-thawing cycles. Table4 lists the test results. The statistics reveal that the frost resisting level of RPC exceeds F300 with low mass loss rate below 1%. The dynamic module changes little under freezing-thawing conditions. RPC, with its strong frost resistance durability, could guarantee itself good properties during its long service life.Table 4
Frost resisting durability of RPC200.
Mass loss rate (%)
Relative dynamic module (%)
50 cycles
100 cycles
150 cycles
200 cycles
250 cycles
300 cycles
50 cycles
100 cycles
150 cycles
200 cycles
250 cycles
300 cycles
0.34
0.36
0.47
0.59
0.68
0.77
99.8
99.3
97.6
95.8
94.2
92.8


## 4. Structure Calculations

RPC200 is to be used in Xialouzi Bridge reconstruction project at Xiaoying line K15 + 100 on Hubei provincial road. As is shown in Figure4, its overall width is 13.5 m, and overall length is 18.04 m. The upper structure is 2–5.7 m rectangle slab bridge and the lower is the gravity type abutment made of mortar rubble. The design load grade is V-20, T-100. The left part of the bridge was built in 1989, and its width is 7.5 m. The concrete protective layer of the girder slab is a little thin, at the bottom of which large area of concrete spalling and steel corrosion occurred.Figure 4
Front view of Xialouzi Bridge.Structure calculation is based on finite element method software MIDAS/Civil. The thickness of bridge deck slab is set to be 30 cm, expanding its length from 5.7 m to 6.0 m. Set the most unfavourable load and Figures5–7 display the main calculation results. Based on the results, it could be concluded that the structure design of the whole slab is safe and reliable to meet all performance requirements:(1)
On the maximum load combination condition, the maximum tensile and compressive stress value of partial cross section in the whole slab is below 14 MPa. Most stress values of the cross sections are below 12 MPa. Deflection of the midspan cross section is not beyond 7 mm. The overall structure possesses a certain safety stock to meet the requirements of serviceability limit state.
(2)
On the maximum load combination condition, resistances of the cross sections are all greater than the most unfavourable combination of bending moment and shearing force (absolute value). Both flexural capacity of the normal section and shear capacity of the oblique section could meet requirements of the standard.Figure 5
Calculation result of compressive stress.Figure 6
Calculation result of tensile stress.Figure 7
Calculation result of deflection.


## 5. Static Loading Test

In order to know actual force condition of the bridge’s upper structure under the test loading, static loading test was conducted. It mainly consists of deflection, stress, and strain of the slab’s midspan cross section under different test loadings. An 8 round self-discharging truck was employed. The loading trucks’ layout along the bridge lengthways direction was set as shown in Figure8 according to the worst force condition of the bridge structure considering its small span.Figure 8
Loading trucks along the bridge’s lengthways direction.The upper structure of the bridge is a casting slab entirely, and the worst condition from the bridge’s transverse direction is when the loading trucks locate at the center and the edge, being the first condition and second condition, respectively. Figure9 displays specific trucks layout of each condition. Figure 10 shows the measurement points of deformation and strain on the test cross sections arrangements.Figure 9
Trucks’ layout of the static loading test: (a) the first condition and (b) the second condition.
(a)
(b)Figure 10
Layout of measurement points of deformation and strain on the test cross section.Figures11 and 12 display the loading test results. The slab was still working in the elastic working scope under the test loadings. Differences of deflection and strain of the twice loadings under each condition were small.Figure 11
Deflection and strain distribution on the test cross section under the first condition: (a) strain distribution/με and (b) deflection distribution/mm.
(a)
(b)Figure 12
Deflection and strain distribution on the test cross section under the second condition: (a) strain distribution/με and (b) deflection distribution/mm.
(a)
(b)The maximum deflection was 0.32 mm (under the first condition), less than the admissible values in the standard (L
/
600
=
9.5 mm). The maximum tensile strain at the bottom of slab was 30 με, strain being less than the concrete ultimate tensile strain value: 100~150 με.Under the first condition, the distributions of deflection and strain were uniform, while, under the second condition, they are conformed to the bridge mechanical characteristics, which indicated that the upper structure was still at the elastic stage. The maximum deflection of the midspan was 0.32 mm, far less thanL
/
600, and its maximum tensile strain was 30 με far less than the concrete ultimate tensile strain. These suggest that the design of the bridge meets the utilization requirements and during the test process no crack occurred on the midspan cross section.The Xialouzi RPC highway bridge makes full use of the advantages of ultra-high strength, toughness, and durability. The compressive and flexural strength of RPC reached up to 236.8 MPa and 31.4 MPa, respectively, and its frost resisting level exceeded F300 with very low mass loss and high dynamic module. Although the bridge was built with plain RPC, it has a high bearing capacity and a long service life. Moreover, the cost is saved because the reinforcement is cancelled and the reinforcing steel bar is not used.


## 6. Conclusions

Considering the engineering practice, it is necessary to amplify the size requirement in this paper. Ultra-high-performance material RPC was prepared under 80°C steam curing condition. The experiments revealed that RPC200 has high strength, tenacity, and durability. On the two stress-strain curves under different loading rates, stress of RPC200 goes linearly upward along with the increasing strain until explosive failure. Its flexural load-deflection curve shows very good ductility. The descending stage is very gentle. The extraction and tensile failure of steel fiber should account for the curve’s jumping part. But as a whole the curve displays excellent tenacity. Calculation for the left of the Xialouzi Bridge, totally built by RPC, through the finite element method software MIDAS/Civil indicates that RPC is eligible to meet the requirements. Using RPC could replace the reinforcement steel bars and thus it simplifies the construction procedure. Furthermore, the excellent durability of RPC could prolong the service life of the bridge.



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*Source: 5460241-2016-02-14.xml*