Optimization of UHPFRC beams subjected to bending using genetic algorithms.

Cirovic, Goran ; Radonjanin, Vlastimir ; Trivunic, Milan 等

Introduction

Ultra high performance concrete (UHPC), which has very high mechanical properties (compressive strength >150 MPa and tensile strength >10 MPa), is a relativity new cement-based composite material (Habel et al. 2006; Kang et al. 2010). There are dozens of applications for this type of concrete but its implementation is still exceptional because improving the properties of materials is almost always followed by a high increase in the unit price of such materials, often rendering them economically unacceptable. Optimization of cross-section dimensions of construction elements (Marti, Vidosa 2010) and used high performance cement composites in composite beams (Lapko et al. 2005) may lead to economically justified applications of UHPFRC.

Improvement of the material properties is achieved by improving the microstructure of the materials using modern technical and technological developments (Yazici 2007; Cwirzen et al. 2008). Modern technology and innovation in the production of concrete elements continue the trend of producing superior materials and structural elements from these materials (Ding et al. 2011).

The validity of using UHPC should be seen in terms of the full utilization of its achieved mechanical properties, optimization of the proportion of steel fibres, silica fume, cement, and also when UHPC is combined with conventional, prestressed or FRP reinforcement (Yang et al. 2010; Campione 2008; Rankovic et al. 2010). Extremely high mechanical properties and improved durability of UHPC are achieved by applying the latest generation of superplasticizers, which make the high degree of water reduction in the concrete mixture. In comparison with conventional concrete, UHPC is a much more homogenous material with reduced porosity and improved microstructure (Rougeau, Borys 2004).

The use of quartz sand or aggregates of volcanic origin, the elimination of large fractions of aggregates, the application of extremely low water/binder ratios, reducing the CaO/SiO factors by adding silica fume (or other mineral additives with high silica content), the addition of steel fibres and the use of hydrothermal processing in order to improve the microstructure all represent a generalised approach to designing a mixture of UHPC (Yang et al. 2009).

One of the extremely negative properties of concrete with high mechanical properties is that when increasing the compressive strength, it shows very brittle behaviour (Dvorkin et al. 2011; Arslan, Chinali 2010). An effective way of overcoming this problem is by adding steel fibres to the concrete mix.

Composing a UHPC mixture is not a simple and straightforward process. The properties of fresh and hardened concrete are affected by small variations in the cement composition and by chemical additives (Malesev et al. 2002) as well as their mutual compatibility. The distribution of the particle size of the fillers has an extremely significant impact on the properties of UHPC, and a problem may also arise in the use of locally available materials, which are not of constant quality and whose properties are not regularly tested.

UHPFRC is considered a very ductile material. According to the provisional recommendations for calculating these types of composites, the strain limit after the appearance of cracks is calculated by measuring the width of the fracture and the length of the fibres, but it can have a value of up to 25%). For analysis and calculation of the construction of UHPFRC, it is necessary for the mechanical properties of the material to be completely mathematically modelled, precise and relatively easy to apply. Compared to conventional concrete, whose most important parameter for definition is the constitutive equation for compressive strength, for UHPFRC tensile strength is an equally important parameter. It should be noted that with UHPFRC, tensile strength is a relatively independent parameter in relation to compressive strength.

Recent researches on Ultra High Performance Concrete presented detailed experimental studies on the flexural characteristics of ultra high performance concrete beams reinforced with steel fibres (Kang et al. 2010; Yang et al. 2010). With high tensile strength and large ductility continues to develop even after cracking as favourable behaviour under seismic loads and with the application of optimization techniques, this type of composite could become a much more frequently used material in the construction industry.

It is precisely genetic algorithms (GA) as a technique of evolutionary programming, which mimics natural evolutionary processes that is used for finding optimal solutions to a problem when the domain for the search is very broad with a large number of parameters. Camp et al. (2003) developed a procedure for the optimization of reinforced concrete frames using GA as recommended by the ACI. Govindaraj and Ramasamy (2005) developed an algorithm for the detailed calculation and optimization of continuous reinforced concrete beams. In their paper, Sobolev and Amirjanov (2010) presented an algorithm based on genetic algorithms, which makes it possible to model the packing density of the aggregate in concrete.

In this paper, the goal of the optimization of UHPFRC beams subjected to bending is referred to examining the economic feasibility of this type of cement composite. But, there are some problems in the use of UHPFRC. UHPFRC is affected by high self-desiccation and autogenous shrinkage due to its low water-to-binder ratio (w/b). Exposure to drying conditions and moisture loss during early ages are of particular concern in thin applications of UHPC (Ichinomiya et al. 2005; Cheung, Leung 2011; Zhutovsky, Kovler 2012).

1. The mechanical properties of UHPFRC beams

1.1. The behaviour of UHPFRC when compressive stress is applied

Models of concrete behaviour when compressive stress is applied describe one of the most important properties of concrete and are based on the observation of testing samples under controlled strain. When compared with metal, concrete is a very brittle material, and under certain loading conditions, demonstrates explosive behaviour when reaching the strain limit (Yang et al. 2010). At higher compressive strength, concrete shows a longer interval of linear behaviour. Under controlled strain, the linear dependence of stress and strain of UHPFRC is expressed almost to the point of peak stress. If the composite does not contain fibres it will not be a noticeable part of the so-called stress-strain softening relation (Redaelli, Muttoni 2007).

[FIGURE 1 OMITTED]

According to AFGC-SETRA recommendations, the linear dependence of stress and strain to peak strength are adopted without an increase in strain at constant pressure, that is, the softening part of the diagram for the serviceability limit state (Fig. 1-a). At the loading limit state there is a plateau in the strain increase up to 3.0% at constant stress [[sigma].sub.bcu] (Fig. 1-b).

For the serviceability limit state:

[[sigma].sub.bc] = 0.6 x [f.sub.cj], (1)

where [f.sub.cj] is the characteristic compressive strength. For the ultimate limit state:

[[sigma].sub.bcu] = 0.85 [f.sub.cj]/[theta][[gamma].sub.b], (2)

where: [f.sub.cj]--the characteristic compressive strength; and [[gamma].sub.b]--the partial coefficient.

1.2. The behaviour of UHPFRC when tensile stress is applied

Modelling the loading capacity by applying tensile stress has a very important role in the optimization of beams. In the past decade, several advanced models within the framework of the mechanical fracture of quasi-brittle materials under applied tensile stress have been developed. Several approaches to modelling the dependence of UHPFRC stress and strain imply the existence of hardening with increased strain after linear dependence, followed by softening with increased strain in the stress-strain working diagram (AFGC-SETRA 2002; JSCE 2004).

[FIGURE 2 OMITTED]

For the serviceability limit state:

[[epsilon].sub.e] = [f.sub.tj]/[E.sub.e], (3)

where: [f.sub.tj] is the elastic part of the tensile stress, which is obtained by testing prismatic samples by bending them (the elastic part of the dependence of load-deflection relationship); [E.sub.e] is the module of elasticity.

[[epsilon].sub.0.3] = [w.sub.0.3]/[l.sub.c] + [f.sub.tj]/[E.sub.e], (4)

where: [w.sub.0.3] is the fracture width from 0.3 mm; and [l.sub.c] is the characteristic fracture length (most commonly 2/3 h, and h is the beam height).

[[epsilon].sub.1%] = [w.sub.1%]/[l.sub.c] + [f.sub.tj]/[E.sub.e], (5)

where [w.sub.1%] is the fracture width equal to 0.01 H (H is the height of the prismatic sample tested when subject to bending).

[[epsilon].sub.lim] = [l.sub.f]/4[l.sub.c], 6)

where [l.sub.f] is the length of the steel fibres.

[[sigma].sub.bt] = [sigma]([w.sub.0.3])/K; [[sigma].sub.1%] = [sigma]([w.sub.1%])/K, (7)

where: 1/K is the coefficient which includes the difference in behaviour of the beam and the tested sample.

For the ultimate limit state:

[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII], (8)

where [y.sub.bf] is the partial safety coefficient (1.3 for basic load combinations, 1.05 for incidental load combinations).

The total force in the pressed zone according to the specified model of behaviour is calculated as shown in (9).

[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII]; (9)

[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII]; (10)

[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII]; (11)

where:

[E.sub.s] =[E.sub.t] d - x/h - x. (12)

The total tensile force is co posed of three members: the contribution of UHPFRC ([F.sub.t]), classical reinforcement and prestressing cables. The contribution of UHPFRC is calculated according to the mentioned model of behaviour (10).

where: d is the distance of the centre of gravity of the reinforcement from the pressed outer face of the cross-section.

2. Experiment

2.1. Component materials and designing a UHPC mixture

Designing a mixture of ultra high performance concrete is based on the principle that material with the minimum defects (such micro cracks and pores within the cement matrix) can create the highest percentage of potential hardness thanks to the high quality of its component materials. A composition of UHPC contains at least two times more component materials than conventional concrete. This is because it has more than five powdered components, which are added in their dry state and are homogenized by mixing before the water is added (cement, silica fume, quartz sand or volcanic aggregate separated into fractions of up to 8 mm, quartz powder).

Portland cement CEM I 42.5 R was used in the experiment. The selection of Portland cement was made on the basis of its compatibility with chemical and mineral additives found in the author's experimental research into the physical and mechanical properties of samples prepared from three different cements and superplasticizers from different manufacturers. (Jankovic et al. 2010). Silica fume (SF) SikaFume HR manufactured by Sika was used as a mineral additive with the fine particle size of 0.1 mm of latent reactive silicon dioxide. The physico-mechanical properties of the cement are shown in Table 1.

When preparing the UHPC mixture, quartz sand was used as a commercial product from the firm Kaolin Valjevo, with the grain size of 0-0.5 mm, as was Srbokvarc Rgotina quartz powder with a grain size of [d.sub.50%] = 45 mm. Examination of the grain size distribution of the quartz sand showed that about 70% of the grains are between 0.2 and 0.4 mm.

For preparing the ultra high performance concrete mixture, the superplasticizer Sika Viscocrete 20HE was used, which made high water reduction and getting very high early strength. It is the third generation of superplasticizers intended for producing concrete of plastic consistency with a special formula for improving the dispersion of powdered materials in the concrete.

Straight steel fibres were used (length/diameter = 9/0.20 mm) with a tensile resistance of [approximately equal to] 2500 N/[mm.sup.2]. The steel fibres were brass coated to increase their durability and resistance to corrosion in the concrete.

The proportions of the component materials were adopted on the basis of research into the properties of the component materials, mixture designs shown in different reading sources (Yazici et al. 2009; Cwizen et al. 2008; Lubbers 2003) and the author's own experimental research (Jankovic et al. 2010). The amount of cement varied between 900 kg/[m.sup.3] and 1050 kg/[m.sup.3]. Mixtures with self compacting consistency were adopted (Table 2).

During the mixing process, it is essential that the particles of powdered material fill the free space between the aggregate grains or the larger particles of other component materials. Due to the high content of powdered material mixing needs to take a little longer in order for the composition of the mix to become homogenized. First, all of the component materials in a solid state are mixed together, and then mixing is continued for another couple of minutes before the water is added, which reduces the remaining empty space within the mixture. After this, by adding water and a superplasticizer (if in a liquid state) the specified space is filled, and the film created around the particles improves their mobility whilst also improving their packing. Optimal choice of mixing length before and after adding water reduces the value of the water/binder ratio.

For making prisms of 4 x 4 x 16 cm a standard cement mixer for Toni Technik cement was used which fulfils the requirements of safety standard SRPS EN 196, while the mixture for the prisms of 10 x 10 x 40 cm was made in a Czech "Zyklos" mixer, with a capacity of 60l and a mixing speed of 60 o/min. After being released from the moulds, the specimens were placed in water at 20[degrees]C for 2, 7 and 28 days. UHPC for the beam samples of 12 x 30 x 200 cm was made in a Schlosser mixer with a capacity of 120 l and a mixing speed of 70 o/min. After being taken out of the mould the samples were maintained under ambient conditions (at room temperature of 20[degrees]C and relative humidity between 45% and 65%).

2.2. Results of testing the mechanical properties of UHPC

The results of the compressive strength tests are shown graphically in Figures 3 and 4. The testing was completed according to SRPS EN 196-1 standards on prisms of 4x4x16 cm after testing the flexural strength (modified method). In Figure 4 the results are given for the compressive strength of prisms of 10 x 10 x 40 (modified method). The results shown represent the average of three test

The results shown illustrate a growth in the compressive strength with an increase in the volume proportion of steel fibres. The growth in the compressive strength of samples of 28 days with 4% of steel fibres when compared to samples produced with 2% of steel fibres was 6.1%. That relationship for samples with the dimensions 10 x 10 x 40 cm was 16.1%.

[FIGURE 3 OMITTED]

[FIGURE 4 OMITTED]

[FIGURE 5 OMITTED]

[FIGURE 6 OMITTED]

As expected, the test results for flexural strength of the samples directly depend on the content of steel fibres. The growth in flexural strength of the samples of 4 x 4 x 16 cm with 4% steel fibres in relation to samples with 2% of steel fibres at 28 days was 20.3%. For prisms of 10 x 10 x 40 cm that relationship was 31.7%.

After 28 days the prisms of 10 x 10 x 40 cm prepared with the mixtures specified in Table 2 were measured to find the load-deflection relationship. The load is applied in the middle range on the span. Supports were placed at 5 cm from the furthest edge (30 cm range), and the deflection was measured with an accuracy of 1/1000 mm at an interval of 1 KN. From the test results shown in Figure 7 it is evident that with an increase in the volume share of steel fibres there is an increase in both the hardness value when the cracks appear and the final flexural strength. An increase in the strength can also be seen with an increase in the steel fibre content.

[FIGURE 7 OMITTED]

2.3. The behaviour of UHPFRC beams subject to bending

Concrete is a multiphase material with a number of parameters, which influence the way a construction responds to loading. There are a variety of models which describe the properties of concrete, while the number of parameters, which influence the given properties, are chosen on the basis of their proportions or influence on the beam at a macro or micro level.

In the laboratory for concrete and construction of the IMS Institute (Fig. 8) four beams of 2 m in length were experimentally tested (cross-section 0.12 x 0.3 m).

[FIGURE 8 OMITTED]

In this part of the experiment, attention is focused on modeling the behaviour of UHPFRC when subject to bending. Based on the equilibrium force in the cross-section, an analytical model of the expressed behaviour is shown in (9), (10) and (11). The given model observes the behaviour of the material under pressure, that is under stress, highlighting the differences between UHPFRC compared with conventional concretes.

[FIGURE 9 OMITTED]

The difference in the behaviour of concrete without fibres given in EC2 is particularly highlighted. The presence of prestressing cables is not considered in the composite behaviour model itself, but rather during optimization it is taken into account when determining the loading capacity.

The tensile stress was determined on the basis of testing the bending of prisms loaded without cuts in the middle of the range according to Annex 2 in the French recommendations for UHPC. For the mixtures US2Sf2 and US2Sf4 diagrams of load-deflection were produced. In Figure 9, beam cross-sections are shown whose abbreviated symbols are indicated in Figures 10-12 where load-deflection and bending moment-curvature relationship are shown.

[FIGURE 10 OMITTED]

UHPFRC has significantly improved ductility, and this becomes even more pronounced with an increase in the amount of fibres. However, the tensile strength in the strained zone is reached very quickly if conventional or prestressed reinforcement is not applied. In Figures 1112, it can be seen that beams without conventional reinforcement have significantly lower loading capacity, since the stress in the pressed zone cannot be sufficiently used.

[FIGURE 11 OMITTED]

[FIGURE 12 OMITTED]

3. Optimization of UHPFRC beams using genetic algorithms

In an approach with a genetic algorithm for solving engineering optimization problems, the optimal solution is found with a given accuracy, depending on the selected chain lengths (chromosomes). In this sense, a genetic algorithm usually provides an effective approach to solving big problems, because it requires only simple function development. A solution close to the optimum can be obtained after a limited number of iterations.

The problem of the optimal dimensioning of reinforced concrete beams has been considered for many years (Camp et al. 2003; Govindaraj, Ramasamy 2005; Senouci, Al-Ansari 2009; Marti, Vidosa 2010; Moha?i et al. 2010). In this paper, an optimization procedure is given that aims for the adopted cross-section to satisfy the conditions of the ultimate limit state according to the criterion of minimum price of the component materials.

It is necessary to determine the target function:

z = min fix), x = [[x.sub.1], [x.sub.2],..., [x.sub.n]], (13)

on the basis of the balance of force in the cross-section, and with the limits of the conditions, which relate to the geometric characteristics of the beams and the mechanical properties of the composite compared to the content of silica fume, steel fibres and the care regime used.

The optimal solution can come from a large number of solutions based on a selected criterion, which could be minimal weight or minimal cost. The paper will show the general formulation of cost optimization for a rectangular beam cross-section including the concrete cost, which includes the cost of steel fibres, classical reinforcement and prestressing cables. The resulting optimization problem will be solved using genetic algorithms. The problem under consideration in this paper refers to the optimization of the expenditure of materials according to the criterion of minimum price.

The price resulting from optimization in this paper represents the cost of materials for making metre-long beams. The expenditure of manpower and resources during reinforcement and working on prestressing is closely related to the equipment offered by firms and databases concerned with the analysis of resource expenditure in the preceding period, and it is necessary for the item to be independent of analysis (Cirovic, Cekic 2002).

The target function can be defined as the total cost function represented in the form of:

(x) = [c.sub.1] x [A.sub.bp] + [c.sub.2] x [A.sub.a] + [c.sub.3] x [A.sub.pn], (14)

where: [c.sub.1] is the unit cost of a volume of UHPC; [A.sub.bp] - the surface area of the beam cross-section; c2--the price of a kilogram of classical reinforcement B-500-B (0.6 Eur/kg); [A.sub.a]--the surface area of the classical reinforcement; [c.sub.3]--the price of a kilogram of prestressing cables Y-1860-S7 (1.5 Eur/kg); [A.sub.pn] the surface area of the prestressing cables.

With restrictions:

--for the ultimate limit state:

[summation][N.sub.i] - [N.sub.u] = 0 (15)

[summation] [M.sub.i] - [M.sub.u] = 0;

--for the serviceability limit state:

[MATHEMATICAL EXPRESSION NOT REPRODUCIBLE IN ASCII]. (16)

Table 3 shows the individual prices and the composite price for the mixtures given in Table 2. The prices given are average price in concrete industry without discount except for superplasticizer and are inclusive of transport to the concrete factory in the Belgrade area. The superplasticizers are mostly used in making conventional concrete and unit price for Viscocrete 20HE is given with most commonly discount. It should be kept in mind that the price of steel fibres changes fairly regularly, and as a result the price of the composite varies depending on the price of the steel fibres.

Based on the use of the Matlab application for the optimization of the loading capacity of UHPFRC beams, the loading capacity of a cross-section was determined. For an adopted cross-section width of b = 25 cm, the optimization parameters according to the criterion of minimum cost were:

--cross-section height;

--height of the pressed zone;

--dilation of the pressed zone;

--classical reinforcement surface area;

--prestressed reinforcement surface area.

One of the primary problems in applying GA relates to the choice of GA parameter values (population size, maximum number of generations, values related to mutation and the crossing rate). Based on the experience in this example, it is an iterative process that requires a great deal of time. It is necessary to set the GA parameters in line with the required accuracy of the solution, namely the toleration, which is connected to the acceptability interval of the results of the optimization. A population size of 500 individuals and 50 generations were chosen. For the parameter values of the mutation, 0.1 was adopted, and a crossing rate of 0.1 to 0.9 with an increment of 0.1. The results of the optimization are shown in Figure 13 and Figure 14 (Vl--steel fibre, KA--classical steel reinforcement, PN--prestressed reinforcement).

On the basis of the dependence of the price and ultimate limit moment for the given optimization model, the contrribution of prestressing on the loading capacity and the economic acceptability of UHPFRC beams is very pronounced. Based on the achieved mechanical properties of the composites shown in Section 2, beam samples made with 4% of steel fibres for the loading capacity limit of 110 KNm had a price of over 40% greater than beams with 2% of steel fibres. Prestressed beams for the same price (Eur/m) had a 3.5 times greater loading capacity than beams reinforced with only steel fibres.

[FIGURE 13 OMITTED]

[FIGURE 14 OMITTED]

Conclusion

Predicting the behaviour of UHPFRC beams subject to bending is somewhat a complex process. Above all, it is necessary to determine the mechanical properties of the composite itself, and then follow recommendations to design a cross-section. Since UHPFRC is a notably more expensive material than conventional concrete, besides the attention that should be given to the loading capacity and durability of a construction it is essential to pay attention to its economic viability.

The use of genetic algorithms makes it possible to search a large area of potential solutions with a large number of parameters in a relatively short time period, and justification for the use of UHPFRC is directly dependent on the success of the optimization process. The important parameters for beams are load, beam dimensions and the properties to be met by the composite. Savings can be achieved when the optimal relationship between the component materials and the percentage of reinforcement is far more pronounced when compared with conventional materials, which most certainly justifies the time spent in optimization.

Modelling the behaviour of steel fibre reinforced concrete, and in particular steel fibre reinforced concrete of exceptionally high mechanical properties such as UHPFRC, must be based on previous experimental studies. This paper presents the dependence of the mechanical properties of UHPC with 4% and 2% of steel fibres. It can be concluded that the increase in compressive strength for samples of 10 x 10 x 40 cm for the given quantities of fibres was 2.6 times higher than the growth in samples of 4 x 4 x 16 cm. The above marked difference in the increase in hardness is the consequence of a fall by 16% in the compressive strength in samples of 10x10x40 cm with 2% of steel fibres. The ratio for the increase in flexural strength in samples of 10 x 10 x 40 cm and 4 x 4 x 16 cm (with 4% and 2% of steel fibres) was 0.85.

On the basis of the relationship between the ultimate capacity and the unit cost of beams (shown in Figs 13 and 14), it can be seen that an increased proportion of steel fibres increases the mechanical properties of UHPFRC, but still not enough to be able to accept more significant load values without the use of conventional reinforcement. A much higher loading capacity was demonstrated when prestressed reinforcement was applied. For the indicated unit price, the loading capacity of beams with steel fibres was more than 3.5 times lower than reinforced beams with the same amount of steel fibres. When using classical reinforcement rather than prestressed beams, for the same unit price, the loading capacity was reduced by more than 1.7 times.

Acknowledgements

This work was part of the TR 36017 project, funded under the Ministry of Education and Science of the Republic of Serbia.

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Goran CIROVIC, Vlastimir RADONJANIN, Milan TRIVUNIC, Dragan NIKOLIC

Institute for Testing Materials, Faculty of Technical Science, Concrete Labaratory, University of Novi Sad, Bul. vojvode Misica 43, Belgrade, Serbia

Received 31 Jan 2012; accepted 12 Apr 2012

Corresponding author: Dragan Nikolic

E-mail: dragan.nikolic@institutims.rs

Goran CIROVIC. An Associate Professor at the Department of Civil Engineering and Geodesy, Faculty of Technical Science, Novi Sad, Serbia. He received his PhD from University of Belgrade. His main research interest is operations research in civil engineering.

Vlastimir RADONJANIN. An Associate Professor at the Department of Civil Engineering and Geodesy, Faculty of Technical Science, Novi Sad, Serbia. He leads science project "Utilization of by-products and recycled waste materials in concrete composites in the scope of sustainable construction development in Serbia: investigation and environmental assessment of possible applications" supported by the Ministry of Education and Science, Republic of Serbia. Research interests include concrete technology and durability of structural members and modern materials in civil engineering.

Milan TRIVUNIC. A Professor at the Department of Civil Engineering and Geodesy, Faculty of Technical Science, Novi Sad, Serbia. His main research interest is modelling and optimization processes in prefabricated reinforced concrete construction.

Dragan NIKOLIC. MSc, a Research Assistant at the Institute for Testing Materials, Belgrade, Serbia. His main research interest is the behaviour of cement based composites with very high compressive strength.

Table 1. Physical, chemical and mechanical properties of cement and
silica fume

                      Chemical composition [%]
                      CEM I 42.5R   SF

[S.sub.1][O.sub.2]    20.51         92.52
[Al.sub.2][O.sub.3]   6.15          0.64
[Fe.sub.2[[O.sub.3]   2.80          0.31
CaO                   63.41         0.38
MgO                   1.85          0.44
[Na.sub.2]O           0.29          0.32
[K.sub.2]O            0.79          0.87
S[O.sub.3]            2.69          0.22
[C.sub.1]             0.003         -
L.O.I.                2.8           --
I.R.                  0.62          -
F.CaO (%)             0.43          --

Physical properties of cement                         CEM I 42.5R

Density [kg/[m.sup.3]]                                3100
Initial setting time [min] Final setting time [min]   260 330
Specific surface [[cm.sup.2]/g]
CEM I 42.5R (Blaine)                                  4130
Silica fume (BET)                                     17000
Compressive strength CEM I 42.5R [MPa]
2 days                                                30.3
7 days                                                48.6
28 days                                               62.1

Table 2. Mixture proportions of UHPC

Material                      US2Sf2   US2Sf4

Cement (kg/[m.sup.3])         950      950
Silica fume (kg/[m.sup.3])    270      270
Quartz powder                 350      350
0--0.5 mm Quartz sand          520      515
Water                         235      235
Superpl. Viscocrete 20HE      55       53
Steel fibres                  155      310
Water from the superpl.       31.9     30.7
Water to binder ratio (w/b)   0.219    0.218
Flow slump (mm)               274      277

Table 3. Unit prices of component materials and composites for the
given mixtures

Material                            Unit price   US2Sf2   US2Sf4
Cement (eur/t)                      93           88.4     88.4
Silica fume (eur/t)                 850          229.5    229.5
Quartz powder (eur/t)               135          47.3     47.3
0-0.5 mm Quartz sand (eur/t)        64           33.3     33.0
Water (eur/m3)                      0.35         0.1      0.1
Superpl. Viscocrete 20HE (eur/kg)   1.9          104.5    100.7
Steel fibers (eur/kg)               3.3          511.5    1023.0
SUM [eur/[m.sup.3]]                              1014.5   1521.8