Printer Friendly

Influence of asphalt addition and consolidation method on the durability of cement concrete/Asfalto priedu ir konsolidacijos metodo itaka cementbetonio ilgaamziskumui.

1. Introduction

In our times there has been an ever growing and universal use of high performance concretes in building practice. C55/67 concrete classes and higher ones are frequently applied to erect structural frames of high-rise buildings, bridges and tunnels. Owing to concrete's high quality and strength, engineering structures can have longer spans, smaller cross sections and thinner concrete reinforcement covers. During their working life slender structures made of reinforced concrete are often exposed to extreme conditions such as aggressive environments and dynamic loads. Hence the problem of keeping the durability and stiffness of such structures often arises (Kamaitis 2007, 2008). Durability is one o the major components in the rational design of concrete structures (Elahi et al. 2010; RILEM 2008). Durability of concrete greatly depends on its ability to prevent the ingress of aggressive chemical species. The resistance to chloride, water and air penetration is some of the simplest measures to determine the durability of concrete. Therefore, permeability of concrete is a major index for this ability (Shi et al. 2008, 2009; Song, Kwon 2007; Pereira et al. 2009). Carbonation resistance has also been greatly concerned, especially in the case where concrete structures are reinforced (Song, Saraswathy 2006; Ismail et al. 2010). Due to corrosion the resistance of structures decreases much earlier than their expected service life and requires repairs of arising degradation (Wang, Lee 2009; Kim et al. 2009).

In December 2000 European concrete standard (EN 206-1 2000) was established and finally worded as: "specification, performance, production and conformity". During the development of the standard, CEN/TC 104 came to the conclusion that at that stage it was unable to propose suitable methods of concrete design and testing associated with the appropriate level of structural durability in the construction of certain environment classes. Thus, EN 206-1 has authorized the continuation of the specific practices adopted in a given country provided that they ensure adequate material and technological requirements, which in turn should guarantee working durability of structures for a minimum of 50 years.

The authors of the research and development grant titled "Material-structural protection of small-sized elements against the corrosion achieved through the modification of asphalt concrete" are currently working on the technology of concrete to ensure its high resistance to strong aggressiveness of the environment through chemical formation of concrete microstructure as well as through modification of its mechanical structures.

In the authors' opinion the attainment of such a high resistance and quality of high performance concrete may be effected exclusively by applying chemical-mechanical methods providing appropriate material-structural protection for constructions operating in specific conditions.

2. Laboratory experiment

For the chemical modification of concrete microstructure asphalt addition made according to the Polish Patent No. 136449 was used. In order to form concrete structures a special device for the consolidation of various concrete mixtures including vibro-vibropressing technique was employed (Fig. 1). The device has a possibility of adjusting the exciting force of the top vibrator and the pressing force acting on the piston during the compaction of the concrete mix.

[FIGURE 1 OMITTED]

Asphalt addition consists of appropriate proportions of industrial asphalt, paraffin oil, calcium stearate and Laureth 10 (a synthetic compound obtained by the extensive chemical modification of lauric acid, a natural fatty acid, and ethylene oxide). It can be applied to concretes as an additive or an addition. Its regular distribution in concrete mix volume is achieved through the use of cement as a carrier. Preliminary tests have shown that the best properties of the structure of cement concrete is obtained by using vibro-vibropressing of concrete mixes of V0 or V1 consistencies according to Vebe method and the addition to cement ratio (p/c) not greater than 0.07 (Wieczorek et al. 2004). Samples of cement pastes, mortars and concrete were prepared using two types of Portland cements. Their chemical and phase composition are presented in Table 1.

In the investigations the norm sand CEN (PN-EN 196-1 2005) of 0/2 mm size fraction was applied as fine aggregate and basalt of 2/16 mm size fraction was used as coarse aggregate. The amount of sand in aggregate grading equalled 41.95%. The content of cement in the concrete ranged from 450 to 500 kg/[m.sup.3]. The w/c ratio of concrete mixes was varied from 0.22 to 0.40 and the content of asphalt addition ranged from 2 to 14% in proportion of cement mass. The following types of samples were formed:

--norm beams - 4 x 4 x 16 cm;

--cubes - 10 x 10 x 10 cm and 15 x 15 x 15 cm;

--cylinders - 102 mm in diameter.

Subsequently appropriate tests of physical, chemical and mechanical properties of cement pastes, mortars and concrete were performed. The tests aimed at determining the following parameters: compressive and flexural strength, specific gravity, skeleton density (PN-76/B-06714.02), absorbability, water permeability, shrinkage, adhesion of mortar and asphalt addition to the base, abrasion (PN-84/B-04111), frost resistance in the presence of de-icing salt solutions, corrosion resistance of mortars and concrete under the influence of such aggressive substances as 1.4% N[H.sub.4]Cl, MgS[O.sub.4], (N[H.sub.2])CO, C[H.sub.3]COOH, Ca[Cl.sub.2] solutions changed each week. Corrosion evaluation was performed after 6, 9 and 12 months.

The resistance of concrete to chloride penetration was conducted using a rapid method according to AASHTO T 277-831 and ASTM C 1202-97 (1997). Furthermore, structural tests of mortars and concrete were conducted using scanning electron microscope and X-ray microanalysis at the Institute of High Pressures of the Polish Academy of Sciences. The test samples were analyzed after their exposition to corrosion environments such as 1.4% solution of MgS[O.sub.4] in order to identify the corrosion products. Measurements were performed using the Oxford system. Porosimetric investigations of mortars and concrete were also carried out at the Institute of High Pressures of PAS. To specify the content of the hydration products of Portland cement in pastes, mortars and concretes thermal analysis (DTG, DTA and TG) was applied, whereas the qualitative phase composition of concrete and the identification of crystalline phases were determined by means of X-ray diffraction analysis.

3. Tests results and discussion

Previous research (Kosior-Kazberuk, Jezierski 2004) has shown that the asphalt addition content of above 5% as regards cement mass results in a significant improvement, for instance, in concrete resistance to frost in combination with the resistance to the impact of de-icing salts, which has significant practical importance in the case of prefabricated elements such as road and bridge constructions. However, applying such quantities of asphalt addition proportionate to cement mass will result in a considerable decreases of concrete's compressive strength, often more than 20% in relation to the concrete without asphalt addition (Wieczorek et al. 2004). The influence of the consolidation method of concrete mixes with the coefficients w/c = 0.22, w/c = 0.24 w/c = 0.31 and w/c = 0.30 with using cement A is presented in Fig. 2.

[FIGURE 2 OMITTED]

The test results clearly show that the highest concrete compressive strength is obtained when applying the vibro-vibropressing method, which is characterized by high exciting force of the top vibrator. The investigations concerning the optimisation of vibro-vibropressing are still in progress, therefore in the next part of the paper only the results of the tests concerning vibrated concrete (n = 50 Hz; A = 0.5 mm) and vibropressed concrete obtained at constant pressing force of the piston upon the top surface of the formed sample are presented. In determining the composition of the concrete mix humid consistency was assumed as optimal for the application of special technologies of forming such as vibropressing and vibro-vibropressing. In order to obtain indispensable comparative parameters, consistency of concrete mixes with different addition content was examined. Classes of the consistency were determined by the Vebe method, in accordance with the standard (PN-EN 12350-3 2001). The results of the examinations are presented in Table 2.

The results in Table 2 indicate that asphalt addition causes plasticization of concrete mix but, on the other hand, is characterised by high viscosity. Its conventional viscosity measured with the Ford viscosity cup should not exceed 3 minutes. For this purpose the main component of the addition, i.e. industrial asphalt PS-85/25 is additionally melted in high boiling organic solvent, typically paraffin oil.

Both the porosity characteristics (Table 3) as well as fractures of concrete samples with asphalt show that in the case of the typical vibratory consolidation large air pores are confined in the structure of concrete. As a result these pores significantly reduce the mechanical properties of hardened concrete, mainly its compressive strength.

On the other hand, by applying special methods of forming, e.g. vibropressing and particularly vibro-vibropressing large air pores do not appear in the concrete structure and the material density increases. As a result, a significant increase of compressive strength of concrete formed by means of the vibro-vibropressing method can be obtained (Fig. 2).

The influence of the amount of asphalt addition and the method of consolidation of concrete mixture are presented in Table 4. The tests were conducted using two types of cement: A and B. The concrete marked with symbols BA and BB were formed using the standard vibration method, whereas concretes formed with both cements A and B and asphalt addition were marked BAp and BBp respectively. Finally, vibropressed concretes with and without the asphalt addition were denoted respectively as BPAp, BPBp and BPA, BPB.

A characteristic feature of concretes mixed with asphalt addition is that their compressive strengths, regardless of whether they were vibropressed or not, are comparable and their strength classes remain the same both after 28 and after 90 days. The concretes are also characterized by similar hydration degrees (Table 4). A comparative analysis of the degree of cement hydration using thermal analysis and a modified Powers model (values in brackets) shows good agreement of hydration value in both cases. Other data presented in Table 4 shows that asphalt additions have an influence on the development of concrete's compressive strength, specific gravity, skeleton density, water absorbability, capillary suction, frost resistance, water permeability, abrasion and corrosion resistance.

Average values of chloride penetration into a cylindrical sample of 102 mm in diameter and thickness of 51 [+ or -] 3 mm are presented in Fig. 3. The figure gives the value of the charge penetrating the sample in coulombs [C], as well as the depth of chloride penetration into concrete fractures moistened by 0.1 mol/dm AgNO3 solution. According to ASTM (ASTM C 1202-97 1997) for a charge above 2000 C the penetration is maintained on a medium level, for a charge from 1000 to 2000--on a low level, from 100 to 1000 C--on a very low level, while below 100 C chloride penetration is negligible.

[FIGURE 3 OMITTED]

The lowest values of chloride penetration are observed for vibropressed concretes with asphalt addition (BPAp and BPBp), however for BAp and BPA as well as for BBp and BpB series close values of chloride penetration are obtained after 120 days of hardening. It should be noted that for BPAp series the value obtained after 120 days is almost negligible, which is important when applying vibropressed products with asphalt addition, for example, in bridge building.

Exemplary content of chosen products of hydration in cement pastes with (A-0.07) and without (A-0.00) asphalt additions are presented in Table 5.

Quantitative interpretation of thermal analysis results of the hydration of cements A and B after 90 days makes it possible to formulate the following conclusions:

--asphalt addition applied to either non-vibropressed or vibropressed concretes at the value of p/c = 0.07 accelerates the hydration process of both cements simultaneously stabilizing the content of the emitted calcium hydroxide by about 15%;

--the CH content in either non-vibropressed or vibropressed concretes is much smaller; which indicates a lower degree of hydration of cements in both types of concrete;

--the content of bound water in the hydration products in cement B with silica fume is higher than in cement A with no silica fume. There is more bound water found in both calcium silicates of the CSH type and hydrated calcium aluminosulphate;

--the total content of CaO in mortars and concrete with asphalt addition is similar and amounts to about 25%. The least of CaO (about 13%) is contained in vibropressed concrete with two types of cements.

The favourable influence of asphalt addition on the porosity structure of was determined by comparing the diameter of pores. In all compared mortars and concretes these diameters were found to be invariably smaller when asphalt addition was added, which implies an increase of the number of small pores. A particularly wide-ranging effect of this additive was observed while comparing pore shares by size (Table 3).

Another favourable result of using the addition is that the internal surfaces of all pores are covered with thin hydrophobic asphalt layers (Fig. 4).

The results obtained using scanning electron microscope show that the thickness of these asphalt layers is about 200 nm. The layers cover both the hydration products as well as tiny gel pores (Fig. 5). The hydrophobic layers of asphalt significantly hamper not only the absorbability but also capillary suction water in mortars and concretes.

[FIGURE 4 OMITTED]

[FIGURE 5 OMITTED]

[FIGURE 6 OMITTED]

In the case of cement B with silica fume, the asphalt addition is hinders the hydration of tiny silica grains (Fig. 6). As a result, in practice, combining asphalt addition and silica fume to produce cement concrete is not recommended.

4. Conclusions

1. Asphalt can be applied as an addition to high performance concrete of high durability providing special methods of consolidation of concrete mix are applied.

2. Owing to its dispersive and hydrophobic qualities, asphalt addition improves the properties of cement concrete structures, which increases their corrosion resistance in aggressive solutions and in the presence of deicing salts.

3. Due to a favourable layout of pores, asphalt addition decreases chloride penetration, water absorbability and capillary suction.

4. The corrosion resistance of mortars and concrete to the destructive influence of solutions of aggressive substances and de-icing salts increases with a rise of the p/c ratio. The test results have shown that the corrosion resistance is directly proportional to an increase in the degree at which the pore walls and aggregate are coated by asphalt addition. The asphalt addition dissolved in high boiling organic solvent (paraffin oil) blocks both the access of ions and other aggressive substances to the inside of the material thus making impossible or hindering destructive processes caused by chemical reactions in the material.

5. The corrosion resistance of mortars and concrete to the destructive influence of solutions of aggressive substances and de-icing salts increases with a rise of the p/c ratio. The test results have shown that the corrosion resistance is directly proportional to an increase in the degree at which the pore walls and aggregate are coated by asphalt addition. The asphalt addition dissolved in high boiling organic solvent (paraffin oil) blocks both the access of ions and other aggressive substances to the inside of the material thus making impossible or hindering destructive processes caused by chemical reactions in the material.

6. Asphalt molecules bound to hydrocarbon chains of hydrophobic components by van der Waals force acquire the ability to moisten with batch water and approach the surface of hydrated cement with polar groups of the hydrophobic substance. As a result the asphalt effectively covers the cement hydrates with a thin layer of about 200 nm. After hardening of the cement, CSH gel, CH crystals in pores, surfaces of fine and coarse aggregate become also covered with asphalt. During the vacuum preparation of samples for examinations in the scanning electron microscope the solvent evaporates from the thin layer.

7. Small-sized vibropressed concrete elements with such asphalt addition are produced in Mazurian Manufacturing-Building Enterprise in Augustow (Poland).

http://dx.doi.org/ 10.3846/13923730.2011.604539

Acknowledgements

The research has been financed by projects No PR/WBIIS/1/07 to be realized in period of 2007--2010.

References

ASTM C 1202-97 Standard test method /or electrical indication o/ concrete's ability to resist chloride ion penetration. American Society for Testing and Materials (ASTM), USA, 1997. 6 p.

Elahi, A.; Basheer, P. A. M.; Nanukuttan, S. V.; Khan, Q. U. Z. 2010. Mechanical and durability properties of high performance concretes containing supplementary cementitious materials, Construction and Building Materials 24(3): 292-299. doi:10.1016/j.conbuildmat.2009.08.045

EN 206-1: 2000 Concrete. Part 1: specification, performance, production and conformity. European committee for standardization. Brussels, 2000. 74 p.

Ismail, M.; Muhammad, B.; Ismail, M. E. 2010. Compressive strength loss and reinforcement degradations of reinforced concrete structure due to long-term exposure, Construction and Building Materials 24(6): 898-902. doi:10.1016/j.conbuildmat.2009.12.003

Kamaitis, Z. 2007. Structural design of protective polymer coatings for reinforced concrete structures, Journal of Civil Engineering and Management 13(1): 11-17.

Kamaitis, Z. 2008. Modeling of corrosion protection for reinforced concrete structures with surface coating, Journal of Civil Engineering and Management 14(4): 241-249. doi:10.3846/1392-3730.2008.14.23

Kim, J.-K.; Kim, Ch.-Y.; Yi, S.-T.; Lee, Y. 2009. Effect of carbonation on the rebound number and compressive strength of concrete, Cement and Concrete Composites 31(2): 139-144. doi:10.1016/j.cemconcomp.2008.10.001

Kosior-Kazberuk, M.; Jezierski, W. 2004. Surface scaling resistance of concrete modified with bituminous addition, Journal of Civil Engineering and Management 10(1): 25-30.

Pereira, C. G.; Castro-Gomes, J.; Pereira de Oliveira, L. 2009. Influence of natural coarse aggregate size, mineralogy and water content on the permeability of structural concrete, Construction and Building Materials 23(2): 602-608. doi:10.1016/j.conbuildmat.2008.04.009

PN-EN 196-1: 2005 Methods of testing cement. Part 1: determination of strength. Polish Committee for Standardization, 2005. 31 p.

PN-EN12350-3: 2001 Testing fresh concrete. Part 3: Vebe test. Polish Committee for Standardization, 2001. 9 p.

RILEM Technical Committee. 2008. Final report of RILEM TC 205-DSC: durability of self-compacting concrete, Materials and Structures 41(2): 225-233. doi:10.1617/s11527-007-9319-9

Shi, H.-S.; Xu, B.-W.; Zhou, X.-Ch. 2008. Determination of gas permeability of high performance concrete containing fly ash, Materials and Structures 41(6): 1051-1056. doi:10.1617/s11527-007-9305-2

Shi, H.-S.; Xu, B.-W.; Zhou, X.-Ch. 2009. Influence of mineral admixtures on compressive strength, gas permeability and carbonation of high performance concrete, Construction and Building Materials 23(5): 1980-1985. doi:10.1016/j.conbuildmat.2008.08.021

Song, H.-W.; Kwon, S.-J. 2007. Permeability characteristics of carbonated concrete considering capillary pore structure, Cement and Concrete Research 37(6): 909-915. doi:10.1016/j.cemconres.2007.03.011

Song, H.-W.; Saraswathy, V. 2006. Studies on the corrosion resistance of reinforced steel in concrete with ground granulated blast-furnace slag - an overview, Journal of Hazardous Materials 138(2): 226-233. doi:10.1016/j.jhazmat.2006.07.022

Wang, X.-Y.; Lee, H.-S. 2009. A model predicting carbonation depth of concrete containing silica fume, Materials and Structures 42(6): 691-704. doi: 10.1617/s11527-008-9413-7

Wieczorek, G.; Boitryk, M.; Wiszniewski, J. 2004. Beton modyfikowany asfaltem i szkiem wodnym. Perspektywy wdrozenia, in XIV Konferencja Naukowo-Techniczna "Trwaiosc budowli i ochrona przed korozja" [Proc. of 14th International Conference "Building durability and protection against the corrosion"], 19-22 May, Zakopane, Poland, 47-52.

Michal Boltryk (1), Edyta Pawluczuk (2), Wioleta Rutkowska (3)

Bialystok University of Technology, Wiejska 45E, 15-351 Bialystok, Poland

E-mails: (1) m.boltryk@pb.edu.pl (corresponding author); (2) e.pawluczuk@pb.edu.pl; (3) w.rutkowska@pb.edu.pl

Received 29 Jul. 2010; accepted 13 Dec. 2010

Michal BOLTRYK. Professor at the Faculty of Civil and Environmental Engineering of Bialystok Technical University (Poland), Rector National Higher Vocational School in Suwalki (Poland). His research interests: technology materials and building processes.

Edyta PAWLUCZUK. PhD, the Faculty of Civil and Environmental Engineering of Bialystok Technical University (Poland). Her research interests: concrete technology, building organization and management.

Wioleta RUTKOWSKA. Master of chemistry at the Bialystok University (Poland). Working at the Faculty of Civil and Environmental Engineering of Bialystok Technical University (Poland). Her research interests: corrosion of concrete and masonry.
Table 1. Chemical and phase composition of cements used

Chemical                   CEM I 42.5      CEM I     CEM I 42.5 R+
composition %               N-HSR/NA      42.5 R     5% Si[O.sub.2]
                           (cement A)                  (cement B)

CaO                          64.00         64.39          61.17
Si[O.sub.2]                  21.63         21.91       20.81+5.00
[Al.sub.2][O.sub.3]           4.12         4.88           4.64
[Fe.sub.2][O.sub.3]           5.30         2.26           2.15
S[O.sub.3]                    2.32         3.04           2.89
MgO                           1.33         2.43           2.31
Cl                           0.004          --             --
[Na.sub.2][O.sub.eqv.]        0.41         0.84           0.80
Parts insoluble in HCl        0.30          --             --
Loss of ignition              0.65          --             --

Phase composition

[C.sub.3]S                   54.38         67.5           64.12
[C.sub.2]S                   20.98         11.89          11.30
[C.sub.3]A                    1.93         8.63           8.20
[C.sub.4]AF                  16.11         8.06           7.66
Si[O.sub.2]                    --           --              5

Table 2. Consistency of concrete mixes depending on the
content of asphalt addition

Asphalt addition, %    Vebe consistency, s

         0                      44
         5                      38
         10                     29

Table 3. Porosity structure of the examined mortars and concrete

   Series          Total         Pore size distribution, %
                 porosity
                                3/30    30/100    100/300
               [cm.sup.3]/g

[BPA.sub.p]       0.0225       38.23     20.44     11.11
BPA               0.0214       24.30     25.70      7.94
[BA.sub.p]        0.0320       25.94     31.56     12.20
BA                0.0397       18.73     23.93     26.45
ZNA               0.0646       14.24     30.65     22.91
[ZA.sub.p]        0.0708       19.49     30.51     11.44
BPBp              0.0216       52.31     17.46     10.32
BPB               0.0230       23.48     23.04     11.31
[BB.sub.p]        0.0262       46.95     25.57      8.01
BB                0.0310       22.90     33.23     13.55
ZNB               0.0562       18.33     40.03     13.35
[ZB.sub.p]        0.0618       26.38     42.55     10.58

   Series        Pore size distribution, %

                300/     3000/     30 000/
                3000    30 000     100 000

[BPA.sub.p]    18.66     5.78       3.56
BPA            24.30     8.88       6.08
[BA.sub.p]     20.31     5.00       5.00
BA             26.70     2.27       1.26
ZNA            26.44     3.25       1.68
[ZA.sub.p]     27.83     5.22       2.97
BPBp           11.11     3.91       2.78
BPB            24.34     8.70       6.56
[BB.sub.p]      9.16     5.73       3.05
BB             14.51     10.47      3.23
ZNB            16.55     8.00       2.32
[ZB.sub.p]     12.62     4.37       2.11

Table 4. Test results of concrete mixes and basic properties of
concrete

Cement                                              CEM I 42.5 N
                                                  HSR/NA (cement A)

Series                                            BA       [BA.sub.p]

w/c                                              0.40         0.31
p/c                                              0.00         0.07
Vebe consistency                                  V3           V2
[f.sub.c] (28), MPa                              55.7         49.8
[f.sub.c] (90), MPa                              69.7         55.8
[f.sub.c] (2) / [f.sub.c] (28)                   0.39         0.50
[f.sub.ck.cube] (28)                              50           45
[f.sub.ck.cube] (90)                              65           50
Abrasion, mm                                     1.67         1.46
Water absorbability, %                           4.74         2.16
Height of capillary suction, mm                   18           10
Specific gravity, g/[cm.sup.3]                  2.494        2.532
Skeleton density, g/[cm.sup.3]                  2.768        2.756
Frost resistance--loss of [f.sub.c]               -8          -11
  after 150 cycles, %
Water permeability--depth of water               W16          W16
  penetration, cm                               (4.1)        (1.4)
Hydration degree                                 0.52         0.76
                                                (0.60)       (0.73)
                         6 CR([f.sub.ct])        0.82         0.91
Corrosion                mounts CR(/C)           0.82         0.80
resistance               9 CR([f.sub.ct])        0.77         0.74
coefficient              mounts CR(/C)           0.51         0.70
(CR) after:              12 CR([f.sub.ct])       0.72         0.72
                         mounts CR(/C)           0.48         0.68

Cement                                              CEM I 42.5 N
                                                  HSR/NA (cement A)

Series                                           BPA       [BPA.sub.p]

w/c                                              0.27          0.23
p/c                                              0.00          0.07
Vebe consistency                                V0/V1         V0/V1
[f.sub.c] (28), MPa                              62.7          48.5
[f.sub.c] (90), MPa                              74.5          55.9
[f.sub.c] (2) / [f.sub.c] (28)                   0.58          0.59
[f.sub.ck.cube] (28)                              55            45
[f.sub.ck.cube] (90)                              70            50
Abrasion, mm                                     1.63          1.70
Water absorbability, %                           2.83          1.32
Height of capillary suction, mm                   22            8
Specific gravity, g/[cm.sup.3]                  2.621         2.614
Skeleton density, g/[cm.sup.3]                  2.777         2.778
Frost resistance--loss of [f.sub.c]               -7           -14
  after 150 cycles, %
Water permeability--depth of water               W16           W16
  penetration, cm                               (4.7)         (2.7)
Hydration degree                                 0.40          0.76
                                                (0.42)        (0.73)
                         6 CR([f.sub.ct])        0.91          0.91
Corrosion                mounts CR(/C)           0.91          0.93
resistance               9 CR([f.sub.ct])        0.85          0.84
coefficient              mounts CR(/C)           0.78          0.82
(CR) after:              12 CR([f.sub.ct])       0.85          0.83
                         mounts CR(/C)           0.76          0.80

Cement                                            CEM I 42.5 R + 5%
                                               Si[O.sub.2] (cement B)

Series                                            BB       [BB.sub.p]

w/c                                              0.40         0.31
p/c                                              0.00         0.07
Vebe consistency                                  V3           V2
[f.sub.c] (28), MPa                              52.9         44.2
[f.sub.c] (90), MPa                              61.2         46.3
[f.sub.c] (2) / [f.sub.c] (28)                   0.67         0.74
[f.sub.ck.cube] (28)                              50           40
[f.sub.ck.cube] (90)                              55           40
Abrasion, mm                                     1.60         1.46
Water absorbability, %                           4.40         2.84
Height of capillary suction, mm                   13           11
Specific gravity, g/[cm.sup.3]                  2.564        2.558
Skeleton density, g/[cm.sup.3]                  2.785        2.742
Frost resistance--loss of [f.sub.c]               -6          -13
  after 150 cycles, %
Water permeability--depth of water               W16          W16
  penetration, cm                               (4.8)        (0.9)
Hydration degree                                 0.60         0.87
                                                (0.56)       (0.90)
                         6 CR([f.sub.ct])        0.97         1.17
Corrosion                mounts CR(/C)           0.74         0.92
resistance               9 CR([f.sub.ct])        0.75         0.80
coefficient              mounts CR(/C)           0.50         0.83
(CR) after:              12 CR([f.sub.ct])       0.75         0.81
                         mounts CR(/C)           0.52         0.79

Cement                                            CEM I 42.5 R + 5%
                                               Si[O.sub.2] (cement B)

Series                                          BPB      [BPB.sub.p]

w/c                                             0.30         0.28
p/c                                             0.00         0.07
Vebe consistency                               V0/V1        V0/V1
[f.sub.c] (28), MPa                             54.6         43.4
[f.sub.c] (90), MPa                             65.2         45.2
[f.sub.c] (2) / [f.sub.c] (28)                  0.84         0.81
[f.sub.ck.cube] (28)                             50           40
[f.sub.ck.cube] (90)                             55           40
Abrasion, mm                                    1.73         1.65
Water absorbability, %                          2.82         1.95
Height of capillary suction, mm                  16           8
Specific gravity, g/[cm.sup.3]                 2.614        2.614
Skeleton density, g/[cm.sup.3]                 2.781        2.771
Frost resistance--loss of [f.sub.c]             -14          -18
  after 150 cycles, %
Water permeability--depth of water              W16          W16
  penetration, cm                              (4.2)        (2.2)
Hydration degree                                0.46         0.75
                                               (0.49)       (0.84)
                         6 CR([f.sub.ct])       0.80         1.34
Corrosion                mounts CR(/C)          0.84         0.92
resistance               9 CR([f.sub.ct])       0.75         0.82
coefficient              mounts CR(/C)          0.82         0.80
(CR) after:              12 CR([f.sub.ct])      0.80         0.84
                         mounts CR(/C)          0.79         0.76

Table 5. Content of chosen components in cement paste samples based on
thermal analysis results

                         Contents of chosen elements, % m/m

Symbol of       Bound    Bound     Calcium     Loss of mass   Loss of
sample          water    water    hydroxide    in 540+1000    ignition
                         in CH       (CH)       [degrees]C

A-0.00 (air)     9.4      1.6        6.6           3.3          14.3
A-0.07           8.9      3.0        12.3          5.8          17.7
  (nitrogen)
COPYRIGHT 2011 Vilnius Gediminas Technical University
No portion of this article can be reproduced without the express written permission from the copyright holder.
Copyright 2011 Gale, Cengage Learning. All rights reserved.

Article Details
Printer friendly Cite/link Email Feedback
Author:Boltryk, Michal; Pawluczuk, Edyta; Rutkowska, Wioleta
Publication:Journal of Civil Engineering and Management
Article Type:Report
Geographic Code:4EXPO
Date:Dec 1, 2011
Words:4704
Previous Article:Energy efficiency challenges in multi-apartment building renovation in Lithuania/Issukiai energijos vartojimo efektyvumui vykdant daugiabuciu namu...
Next Article:The competitive advantages of the spanish companies in the international toll road industry/Ispanijos imoniu konkurencinis pranasumas tarptautiniame...
Topics:

Terms of use | Privacy policy | Copyright © 2020 Farlex, Inc. | Feedback | For webmasters