Budapest University of Technology and Economics Faculty of Civil Engineering
1111 Budapest, Műegyetem rkp. 3.
Compatibility of monumental stone repair mortars and Hungarian, Miocene limestones
Summary of the PhD dissertation Balázs Szemerey-Kiss
Supervisor Ákos Török
Associate Professor
Budapest, 2013
2 Contents
1. Introduction ... 3
2. Objectives ... ... 3
3. Materials and methods ... 4
4. Results ... 8
Principal result –I ... 8
Principal result –II...9
Principal result –III... 11
Principal result –IV... 14
Principal result –V... 14
5. Implementation of results ... 16
6. Future research ... 16
7. Publications relevant to the principal results...………. 17
8. Other publications in the subject ...…………...… 18
9. Cited references ... 19
3 1. Introduction
During the restoration of monuments and sculptures, duties or issues related to cleaning, or consolidation of stones often arise. Nowadays, more and more new restoration materials, procedures, and requirements system appears in the international documents. The development of technology of the commercially available high technical level products is accelerated. In many cases, the materials of major manufacturers do not describe the details of the substance (technical secret). Before we use the new materials, we need to consider all the new techniques and products. In addition to the main feature of long-term behaviour of manufacturing materials with natural stones should also be analyzed. The analysis and testing of historic mortars, lime grouts, lime and cement bonded repair mortar are widely published (Lindqvist, 2009 Hanley and Pavia, 2008, Rizzo and Megna, 2008 Karatasios et al., 2007 Pavie et al., 2006 Lanas et al., 2006 Mosquera et al., 2006 Lanas et al. 2004 Lanas and Alvarez 2003, Montoya et al. 2003 Degryse et al. 2002 Elert et al. 2002 Calleaut et al. 2000, Lindqvist and Sandström 2000 Moropoulou et al. 1995). But comprehensive analysis of commercially available products (stone repair mortars) either at home or abroad are not researched. Only limited data are available from the product catalogues, safety data sheet, product specifications. But, more important details of their porosity, fluid transport properties, pore size distribution, long-term behaviour and compatibility with stones there is not enough information about.
The present thesis tries to bridge this knowledge gap by presenting the most important petrophysical properties of the Hungarian, Miocene porous limestone and the commercially available restoration mortars. The dissertation mainly analyzes their usability and compatibility with to the stone. After carrying out comprehensive analyses the results have confirmed that despite the fact that these materials have been used in the domestic market for decades, several problems do occur during the use indicating that our knowledge is incomplete.
2. Objectives
Loss compensation of stones with plastic repair mortars have been analyzed during the research. These mortars have developed in Germany for the rehabilitation of damages caused by the Second World War. A large number of monuments, buildings, sculptures mostly made of sandstone were damaged. To the contrary in Hungary, most of the monuments were made of the Hungarian, Miocene, porous limestones (partly quarried at Sóskút). and thus their restoration practice is slightly different, and requires other materials and techniques. For these limestones no commercially available mortars are found, but some of the industrially fabricated sandstone repair mortars or modified limestone repair mortars are suggested to be used by the companies.
The research is focused on the property testing of "standardized", pre-packed mortars trying to outline the compatibility of these mortars with the Hungarian, Miocene, porous limestone from the quarry of Sóskút.
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The research questions and objectives were as follows:
1. What is the level of compatibility between the stone and the tested mortars?
2. Determination of the basic petrophysical characteristics of the four types of tested mortars and comparison these properties to selected Miocene porous limestones.
3. In which way the added limestone aggregate of 0-2 mm in grain size, modify the properties of the mortars and what is the compatibility between these modified mortars and the limestone, itself.
4. What is the durability of pure and limestone aggregate containing mortars against freeze-thaw cycles and salt attack?
3. Materials and methods
During the research the most widely used of monumental stone in Hungary a porous limestone was analyzed. Two textural varieties of the Miocene limestone a coarse- grained (Fig.1.b.) and 2. fine-grained one (Fig.1.c.) were tested both types coming from Sóskút quarry, central Hungary (Fig.1.a.).
Fig. 1. Tested stone samples obtained from the quarry of Sóskút (a). Two types were analyzed a fine-grained (b) and a coarse-grained (c) one.
30 and 50 wt% limestone sand aggregate (from Sóskút quarry) was added to the pure mortars to assess the physical changes (T → T30, T50, R → R30, R50, R → K30, K50, Kr → Kr30, Kr50, see Table 1. and Fig. 2.). The particle size of the limestone sand aggregate was 0-2 mm. More than 2100 specimens were tested. A total of 280 kg of mortar and approximately 1.6 m3 limestone were used for the samples.
Table 1. Description and identification of the tested mortars and stones.
Tested materials Name mortar and +30%
limestone sand mortar and +50%
limestone sand
Prous limestone - fine-grained DMF – –
Prous limestone – rough-grained DMD – –
Mortar Type I. T T30 T50
Mortar Type II. R R30 R50
Mortar Type III. K K30 K50
Mortar Type IV. Kr Kr30 Kr50
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Fig. 2. Tested mortars (T, R, K, Kr), mortars with 30wt% limestone sand aggregate (T30, R30, K30, Kr30), and mortars with 50wt% limestone sand aggregate (T30, R30, K30, Kr30)
The mineral composition and mineralogical characteristics and textures of the samples were studied. Furthermore the strength properties of the rock and mortar samples were compared (compressive, flexural, adhesive, etc.). Particular attention was paid to the porosity and pore size distribution, which were analyzed a number of ways. The durability tests based on the salt and frost resistance, and thermal dilatation were also determined of the tested materials. According to the standard mortar application I drew attention to the importance of the pre-treatment and post-treatment, and the significance of temperature and humidity (environmental impact, etc.).
According to the laboratory test results, in the binder of the mortars significant amount of Portland cement was detected (Table 2): the mortar T contains the highest amount of Portland cement (200-250 kg/m3), while the lowest amount was detected in the mortar R (~ 80-100 kg/m3). The other two types of mortar (Kr and K) contain average amount of cement (C: 130-150 kg/m3, Kr: 200 kg/m3).
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Table 2. The binders and the aggregates of the tested mortars (T, R, K, Kr)
name determination of the binders characterization of the aggregate microscopic
description SEM-EDX, organic analysis
Safety data sheet, description
microscopic
description size range
T
Hydraulic binders, with a lot of non-
hydrated cement grains. The presence of
a few portlandite, which may indicate pure white portland cement or low lime
content.
Portland cement (PC) (10-25 wt%)
Ca(OH)+ 2
(2-10 wt%)
Well classed, moderately well- rounded / rounded
mostly quartz, polycrystalline quartz and a little
feldspar grains.
average size:
0,2-0,4 mm min-max:
0,05-0,9 mm
R
Similar to mortar T, but more portlandite and carbonate content
(higher lime content and / or better
hydration)
~ 1wt%
Propylene glycol oligomeric form
PC (white)
+ Ca(OH)2
Medium class, slightly moderately rounded / rounded
mostly quartz, polycrystalline quartz and a little
feldspar grains.
average size:
0,3-0,5 mm min-max:
0,05-0,7 mm
K
Hydraulic binder non- hydrated C3S (white
portland cement) particles, reddish- brown binder matrix.
Fine-grained volcanic glass-particles appear that suggest the use of
tuff.
Titanium white red ocher, and/or iron oxide pigment
(Fe2O3)
PC + tyrass
+ ocher
+ TiO2
Medium class, slightly moderately rounded / rounded
mostly quartz, polycrystalline quartz and a little
feldspar grains.
average size:
0,3-0,5 mm min-max:
0,05-1 mm
Kr
Hydraulic binder with non-hydrated C3S >
C2S cement grains.
The presence of lime is uncertain.
According to the factory orders, a custom-dose liquid propane
diol oligomers
PC + other
Medium class, slightly moderately rounded / rounded
mostly quartz, polycrystalline quartz and a little feldspar grains, and
carbonate fraction.
average size:
0,1-0,3 mm min-max:
0,1-0,3 mm
Mortar marked by K contains tuff and 1 wt% of organic component. In this type the X-ray diffraction studies confirmed the presence of carbonate fluorapatite (Cf) and rutile (R). The other mortars (R, K, and Kr) are rich in quartz and calcite, with high degree of similarities in composition. It is assumed that after the binding process each of the four mortars have (Ca(OH)2) and a recognizable belite / β content, as well. The basic mortars are well-cemented and all have well sorted micro-fabric. Under the microscope the mortars are clearly show open pores especially well visibly in the added limestone sand aggregate.
The physical and chemical properties of the tested repair mortars and two types of the porous “coarse” limestones were determined by standardized methods (Table 3). The mineralogical composition, the characteristics of the micro-fabrics, furthermore the strength parameters such as compressive-, flexural-, tensile- and bending strength were measured. The porosity and pore size distribution were analyzed by using a number of methods. The change of the curing process of the
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mortars was also studied during pre-, and post-treatment. Environmental factors (temperature, humidity) were controlled and freeze-thaw and salt durability tests were also performed.
Table 3. Laboratory tests: standards, test description, test apparatus, and number of tested mortar (#) and stone (⊗) specimens
Standards (M=mortar, S=natural stone)
Description of
tests Test
apparatus Number of tested specimens (Budapest Techn. Un.)
Number of tested specimens (Göttingen) EN 12407:2000 (S) Petrology Olympus BH-
2 polarizing microscope
36 # / 4⊗ 8 #
MSZ 18284:1979 (S) Real density Pycnometer 12 # / 4 ⊗ -
- Mineralogical
composition XRD
Phillips PW
1800 8 # / 4 ⊗ 4 # / 2 ⊗
MSZ EN 1925:2000 (S) Capillary water
uptake ScalTec SBA
51 - 46 # / 10 ⊗
MSZ EN 1936:2007 (S) Apparent
porosity Kern EW
3000 72 # / 20 ⊗ -
MSZ EN 1936:2007 Apparent
density Kern EW
3000 72 # / 20 ⊗ -
- Pore size
distribution Carlo Erba 2000 (GFZ Potsdam)
- 36 #/10 ⊗
EN 1015-11:2000 (M) Uniaxial compressive
strength
DigiMess M-
10 912 # / 120 ⊗
EN 1015-11:2000 (M) Flexural
strength DigiMess M-
10 180 # / 20 ⊗
MSZ EN 1542:2000 (S) Adhesive
strength Proceq
147.10 72 # / 16 ⊗ MSZ EN 14579:2005
(S) Ulrasonic pulse
velocity GeoTron UKS
12 - 120 # / 20 ⊗
MSZ EN 12371:2010
(S) Frost
resistance Form + Test / Lehel Zanussi
K17
120 # / 40 ⊗ -
Hőtágulás MSZ EN
14581:2005 Thermal
dilatation Custom-built - 66 # / 18 ⊗
MSZ EN 12370:2000
(S) Salt durability Memmert
800 72 #
20 ⊗
-
MSZ EN 1015-1:2007
(S) Grain size Hawer UWL
40 8 # 2 ⊗ -
MSZ EN 4715-7:1972
(concrete) cement
content 10% HCl and
owen 4 # -
- organic
analysis
Shimadzu GCMS QP-
2010 4 # + 1 liquid -
8 4. Results
The bold letters show the principal results while the introduction and the interpretation parts are given in non-bold text style.
Principal result I. – Capillary water uptake of mortars
The capillary water uptake of the tested repair mortars (Fig. 3) is significantly smaller than the capillary water absorption of the measured limestones (DMF: 68.5 kg/m2s0,5;
while DMD version 52.3 kg/m2s0,5).
I proved with measurements that the increase of the capillary water uptake of the repair mortars is independent of the amount of additional limestone sand aggregate. The added 30 and 50 wt% aggregates from Sóskút quarry increased the water uptake significantly only the mortar signed K. The capillary water uptake values of the modified mortar approached the limestones values. The capillary water uptake values of T, R, and Kr signed mortars increased only minor values and differing extent altered (Fig. 3 and Table 4).
Table 4. Asymptotic water uptake of tested mortars (T,R,K,Kr)and limestones (DMF,DMD)
sample code
capillary water uptake coefficient [kg/m2s0,5]
alap +30% +50%
T 1,9 2,2 5,7
R 2,0 3,3 5,1
K 3,2 9,5 18,0
Kr 2,6 3,7 5,5
DMF 68,5 - -
DMD 52,3 - -
Fig. 3. Comparison of the water absorption curve of the limestones and the mortars. a) T, b) R c) K d) Kr
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Publications: Szemerey-Kiss et al. (2013a), Szemerey-Kiss and Török (2012a) Principal result II. - Porosity and pore size distribution of mortars
I have proved that the mortar without aggregate and with the significant 30-50%
(m%) of limestone sand aggregate have approximately the same apparent porosity than the tested limestone (except for T, K50, Kr Kr30, Kr50) (Table 5). However, the pore size distributions are different (Fig. 4 and Fig. 5). The porosity and pore size distribution of mortars and stones were examined to evaluate the cause of the differences in capillary water absorption. Despite the considerable amount of limestone sand aggregate, mortars have much smaller capillary water absorption.
The porosity values of the mortars and stones ranged widely (25-43% - Table 5). The apparent porosity of some mortars without limestone aggregate (e.g. K) are greater than one of the coarse limestone (DMD), or greater even both tested limestones (Kr> DMF, DMD). Despite the high porosity, the capillary water absorption rate of mortars are not even close to the water absorption properties of the tested stones. According to the pore size distribution test (Fig. 4) mortars greater than 1 micron pores did not changed with added the limestone sand aggregate.
Table 5. Density and porosity of the tested limestones (DMF, DMD) and mortars („T, R, K, Kr”), Name density
ρM
[g/cm3]
Apparent porosity
[%]
name density
ρM [g/cm3]
Apparent porosity [%]
DMF 1,6 (0,01) 38,8 (2,31) R50 1,7 (0,07) 32,8 (2,49) DMD 1,8 (0,03) 33,9 (1,72) K 1,6 (0,02) 35,6 (1,75) T 1,9 (0,01) 25,5 (0,57) K30 1,6 (0,02) 38,6 (1,92) T30 1,9 (0,03) 28,2 (0,86) K50 1,6 (0,05) 39,7 (2,15) T50 1,8 (0,03) 32,5 (1,93) Kr 1,5 (0,04) 41,7 (0,53) R 1,8 (0,01) 29,8 (1,91) Kr30 1,6 (0,02) 42,1 (0,86) R30 1,7 (0,06) 31,8 (1,94) Kr50 1,6 (0,01) 43,2 (2,03)
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Fig 4. Histograms of the mortars‘ and limestones‘ pore size distribution. In the thin red frame: 1- 10 μm pores. The thick-framed area show the pores over the range 10 μm.
Pores between 10 and 100 μm are missing almost all cases for the mortars (except for Type K). But this lack of pore range is responsible for the rapid and extensive capillary water uptake. Results of the mercury porosimetry were controlled with thin sections.
The samples under microscope shows that the pores are clearly derived from the added aggregate with an average range of 10 to 100 μm, but not rare in pores exceeding 100 μm either (Fig. 5). The microscopic examination showed that the larger pores are exist in the mortar, and microscopically detectable. They are not blocked even cement stone, or anything else, for example other ingredients from the mortar (Fig. 6).
Fig. 5. Micro-fabric of mortar T (a) and limestone aggregate added T50 mortar (b)
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Fig. 6. Microscopic image of the thin section of mortar K50. Pores between 1 and 10 micron are highlighted (gray pattern), while pores between 10 and 100 microns or above are highlighted (white).
The studies described that in spite of the added limestone sand aggregate, there were not acceptable microstructural changes in various mortars (a separate category of K-type mortar). The mortars released as the pores between 1 - 10 microns, or even of 10 - 100 microns, but these are mostly closed pores. The mercury porosimetry could not detected in the case of a mortar or aggregate the grater pores. And the capillary water absorption did not changed significantly with the limestone sand aggregate, because the closed pores not communicating with each other. Even though the difference was not significant at 1-100 microns range that type (T, R, K, Kr).
To access the 10-100 micron range pores, probably we need larger particle size, different type of aggregate, or a different binder ratio should be used.
Publications: Szemerey-Kiss and Török (2011a), Szemerey-Kiss (2012a) Principal result - III. Strength prediction of mortars
There is a relationship between the ultrasonic velocity and the compressive and strength of mortars (Fig. 8), which can be described by using the following equation:
Overall, only weak correlation were found (R2=0,27) by considering all data. It is better be analyze the mortars individually which provided a much better correlation (Fig. 8).
The general equation valid for all mortars is given as:
where a and b constants are related to the type of mortar (Table 6).
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A strong correlation was found for the measured and predicted strength values of T and K repair mortars even, when limestone aggregate was added (T30, T50, K30, K50), thus the above given formula is only applicable for these mortars.
Table 6. Prediction of uniaxial strength of mortars based on ultrasonic pulse velocity measurements, a and b parameters and correlation (R2)
sign R2
T
upper limit 0,741
0,932 0,9 estimated average 0,623
lower limit 0,548
K
upper limit 0,0012
2,028 0,89 estimated average 0,007
lower limit 0,005
R
upper limit 0,050
2,035 0,62 estimated average 0,028
lower limit 0,014
Kr
upper limit 0,956
0,860 0,54 estimated average 0,644
lower limit 0,454
Fig. 9. Correlation of ultrasonic pulse velocities and uniaxial compressive strength of mortars and stones based on all measured data
0,0 2,0 4,0 6,0 8,0 10,0 12,0 14,0 16,0
1,8 2,0 2,2 2,4 2,6 2,8 3,0 3,2 3,4
Egyirányú nyomószilárdság [MPa]
UHT [km/s]
Kr50 Kr30 Kr
K50 K30 K
R50 R30 R
T50 T30 T
DMD DMF Átlag óvatos becslése
Felső korlát Alsó korlát
min. és max.
aránya ~20x
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Fig 10. Relationships between ultrasonic pulse velocities and uniaxial compressive strength of T, R, K and Kr mortars
Determine the properties of the rock (and soil) EuroCode7 suggests laboratory evaluation for the average, minimum and maximum values are used to determine the statistical methods. The characteristic values (xk) is
calculated by this equation, where
– Xm the expected value of the parameter, which is accepted as the stone average test result,
– kn statistical parameter, which must taking account of many of the following conditions
– νx the relative standard deviation of the parameter, which is calculated from the measurement results.
The actual size of structures generally much larger than the size of the sample.
Consequently, the parameters that define the average values are often measured on a surface or volume levels, it should be recorded that the characteristic values of these estimates will mean careful. If this normal distribution 95% confidence level (so, the probability of a unfavourable average is less than 5%), where
equation can be calculated, where n is the number of data (Frank et al. 2004).
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If the behaviour of the structure is determined the minimum value of a property characteristic values (possibly the largest), it is advisable to take on careful estimates what will determine the "extreme value" of zone behaviour of the smallest (or largest).
This is expected as before at 5% probability of a normal distribution
equation can be calculated (Frank et al. 2004).
Publications: Szemerey-Kiss and Török (2010a), Szemerey-Kiss and Török (2011a)
Principal result IV – Changes in the strength of mortars in time and with added limestone aggregate
Based on experiments I have demonstrated that the time-dependent strength of pure mortars is influenced by different rate when porous limestone aggregate (30 m%, 50 m%) is added to the mortar. The main control factor of the strength is the composition of the mortar and not the amount of added aggregate. According to the test results, it is not recommended to add porous limestone aggregate to the mortar type K, since its strength is less than that of the porous limestone when 30 m% aggregate is added (Fig. 10.a). The strength of mortar type T50 (with 50 m% of limestone aggregate) is similar to the strength of the porous limestone (Fig. 10.b). Using of porous limestone aggregates of more than 30 m% at mortars type R and Kr is not recommended since it significantly reduces the strength of these mortars (Fig. 10.c and Fig. 10.d).
Publications: Szemerey-Kiss and Török (2010a), Szemerey-Kiss and Török (2011a) Principal result V – Durability of mortars
I have introduced a new durability estimation index „Salt-Bearing Index” (SBI- index), that provides a better estimation to the salt durability of mortars, than what have been published in previously, including WSI, (Matsukura és Matsuoka, 1996), DDE (Ordóňez et al. 1997), PDE (Benavente et al. 2004), SSI (Yu and Oguchi, 2010). The calculation of the SBI is as follows:
where:
IPC = total porosity (%),
IPm0,1 = the amount of pore with size of 0,1 µm within the measured pore-range (%)
PC = apparent porosity (%),
AV = water absorption coefficient of the samples (kg/m2s0,5).
The SBI provides a better estimation of salt durability of tested mortars, when the SBI is calculated, in comparison with the previously published indices (Table 7, Table 8 and
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Table 9). It also shows a better fit to the salt crystallization cycles related weight loss (failure curves) of mortars (Fig. 11).
Table 7. Comparison of calculated SBI (Salt-Bearing Index) with the calculated SSI (Yu and Ouguchi, 2010) for the tested mortars, 15 salt cycles
Sample code
SSI index
SBI index
loss of weight after 15 salt cycles (%)
complete disintegration (no. ofcycle)
T 9,6 2,7 10 -
T30 12,1 3,5 29 -
T50 18,2 8,4 41 -
R 15,4 2,5 ~1 -
R30 18,9 4,0 5 -
R50 22,4 6,5 35 -
K 5,8 5,6 85 -
K30 10,8 15,9 100 after 5. cycles
K50 14,9 25,8 100 after 4. cycles
Kr 11,1 4,2 41 -
Kr30 14,8 5,8 95 -
Kr50 22,7 9,5 100 after 12. cycles
Table 8. Sensitivity of tested mortars based on the calculations using SSI index of Yu and Ouguchi ( 2010)
SSI index Interpretation (Yu and Oguchi 2010)
Tested materials
< 1 Exceptionally salt resistant -
1 ≤ SSI< 2 Very salt resisitant -
2 ≤ SSI < 4 Salt resistant -
4 ≤ SSI < 10 Salt prone K (5,76), T (9,6)
10 ≤ SSI < 15 Very salt prone K 30 (10,8), Kr (11,09), T 30 (12,07), Kr 30 (14,82) K50 (14,94)
15 ≤ SSI < Exceptionally salt prone R (15,44), T 50 (18,18), R 30 (18,91), R 50 (22,44), Kr 50 (22,72)
Table 9. Sensitivity of tested mortars based on the calculations using SBI index
SBI index Sensitivity to salt attack classification
Tested materials
1-4 Non sensitve R (2,5) T (2,7), T30 (3,5), R30 (4,0) 4-8 Moderately sensitive Kr (4,2), K (5,6), Kr30 (5,8), R50 (6,5)
8-12 Sensitive T 50 (8,4) Kr50 (9,5)
12- Extremly sensitive K30 (15,9), K50 (25,8)
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Fig. 11. Weight loss of the samples during 15 cycles, immersed into 14% of Na2SO4 salt solution.
Publications: Szemerey-Kiss and Török (2011b), Szemerey-Kiss and Török (2011c), Szemerey-Kiss and Török (2011e)
5. Implementation of results
This thesis provides basic information about stone repair mortars for the professional stone restorers, and the engineers involved in restoration of historic monuments. Adoption and expansion of the tests may be useful in the future development of other repair mortars or materials for stones. Not only the above-mentioned and tested Miocene-aged, porous limestone, but also for other stones (eg, other limestones, tuffs, etc).
6. Future research
The research examined the long-term behaviour of the mortar curing process. It would be more useful to study the workability properties of the mortars as well (according to the current standards: MSZ EN 1015-3, MSZ EN 1015-4, MSZ EN 1015-7, MSZ EN 1015-9 etc) and to determine rest of the petrophysical parameters (EN 998-2, EN 1015-17, 1015-19 EN, etc). It could also be effective to use other binders (slaked lime and hydraulic lime, cement tuff, etc.) and/or the use of different additives. For example to reach higher porosity, it could be applied cheaply available, even more industrial by-products or waste for the experiment.
0%
20%
40%
60%
80%
100%
120%
0 2 4 6 8 10 12 14 16
W ei g h t o f th e sampl e
number of cycle
DMD DMF T T30 T50 R R30
R50 K K30 K50 Kr Kr30 Kr50
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7. Publications relevant to the principal results
International journal papers (WoS)
Szemerey-Kiss B, Török Á, Siegesmund S (2013a) The influence of binder/aggregate ratio on the properties and strength of repair mortars. Environmental Earth Sciences, 69:1439- 1449 [DOI 10.1007/s12665-013-2413-0] (IF: 1,059, 2011-es adat)
Szemerey-Kiss B, Török Á (2011a) Time-dependent changes in the strength of repair mortar used in loss compensation of stone. Environmental Earth Sciences, 63:1613-1621 [DOI 10.1007/s12665-011-0917-z] (IF: 1,059)
Journal papers published in English in Hungary (Scopus)
Szemerey-Kiss B, Török Á (2012a) Porosity and compatibility of repair mortars and Hungarian porous limestones. Central European Geology, 52, 2, 123-133. [DOI 10.1556/CEuGeol.55.2012.2.1]
Papers published in English in conference proceedings
Szemerey-Kiss B, Török Á (2011b) Salt durability tests of repair mortars used in the restoration of porous limestones. In: Ioannou, I., Theodoridou M. (eds) Salt Weathering on Buildings and Stone Sculptures, SWBSS, Limassol, pp. 323-330., ISBN 978-9963- 7355-1-8.
Szemerey-Kiss B (2012b) The application of adhesion strength test in the assesment of compatibility of repair mortars and porous limestones. Conference of Junior Researchers in Civil Engineering, 2012.06.19-2012.06.20. Budapest, BME, ISBN 978- 963-313-061-2
Papers published in Hungarian conference proceedings
Szemerey-Kiss B, Török Á (2008) Műemléki plasztikus kőkiegészítő anyagok jellemzői és felhasználhatósága. In: Török, Á., Vásárhelyi, B. (szerk.) Mérnökgeológia- Kőzetmechanika, 203–214., ISBN 978-963-420-967-6
Szemerey-Kiss B (2008) Plasztikus kőkiegészítő anyagok tulajdonságai, BME Építőmérnöki PhD Szimpózium, Budapest, 2008.11.28.
Szemerey-Kiss B, Török Á (2010a) Műemléki kőkiegészítő anyagok mechanikai viselkedésének változása a felhasználás körülményeinek függvényében. In: Török, Á., Vásárhelyi, B. (szerk.) Mérnökgeológia-Kőzetmechanika, 203–214., ISBN 978-963-313- 001-8
Journal papers published in Hungarian
Szemerey-Kiss B, Török Á (2011c) Műemléki épületek felújításánál használható kőkiegészítő anyagok tartóssága, Magyar Építőipar 62:24-30, ISSN 0025-0074
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Szemerey-Kiss B, Török Á (2010b) Kőkiegészítők kompatibilitási vizsgálata. Díszítő-, Építő-, Mű-, Termés Kő, XII/3:27-30., ISSN 1419-9327.
Abstracts, international conference presentations
Szemerey-Kiss B, Török Á (2011d) Comparative analyses of the physical properties of repair mortar used in Hungarian limestone monuments. European Geosciences Union General Assembly, Bécs, Ausztria, 2010.V.2-7
(http://meetingorganizer.copernicus.org/EGU2011/EGU2011-12990.pdf)
Szemerey-Kiss B, Török Á (2011e) Salt durability tests of repair mortars used int he restoration of porous limestones. Salt Weathering on Buildings and Stone Sculptures, SWBSS, Limassol, Ciprus, 2011. október 19-22.
(http://www.swbss2011.org/uploads/SWBSS_Table%20of%20Content.pdf)
Szemerey-Kiss, Török Á (2013b) Comparative tensile strength test of repair mortars used in the restoration of porous limestones. European Geosciences Union General Assembly, Bécs, Ausztria, 2013.IV.7-12
(http://meetingorganizer.copernicus.org/EGU2013/EGU2013-6939.pdf)
Abstracts, conference presentations in Hungary
Szemerey-Kiss B, Török, Á (2009) Műemléki plasztikus kőkiegészítő anyagok tulajdonsága, felhasználhatósága és elemzési módszereik. In: Műemlékek védelme 2009 május 12- 13. Ráckeve, Savoyai Kastély (előadás és absztrakt)
8. Other publications in the subject
Papers published in English in conference proceedings
Török Á, Galambos É, Bóna I, Kriston L, Csányi E, Józsa Zs, Szemerey-Kiss B, Méreyné-Bán B (2011) Salt efflorescence and subflorescence in Baroque frescos and the role of bat droppings in the decay wall paintings In: Salt Weathering on Buildings and Stone Sculptures, SWBSS, Limassol, eds: I. Ioannou & M. Theodoridou, pp. 97-104., ISBN 978- 9963-7355-1-8
Journal papers published in Hungarian
Szemerey-Kiss B (2004) Stukkó örökségünk. Díszítő-, Építő-, Mű-, Termés-Kő, VI/1:16-17 ISSN, 1419-9327
Szemerey Kiss B (2004) A jászberényi festett búsuló Krisztus szobor színeinek vizsgálata.
Díszítő-, Építő-, Mű-, Termés-Kő, VI/1:18-19, ISSN 1419-9327
Papers published in Hungarian conference proceedings
Török Á, Józsa Zs, Bóna I, Csányi E, Szemerey-Kiss B (2011) A templomok festett falfelületeinek restaurálásához szükséges diagnosztikai vizsgálatok. In: Műemlékek védelme 2011. március 29-31. Ráckeve, Savoyai Kastély, ISBN 978-963-89016-1-3
19 10. Cited references
Arizzi A, Cultrone G (2012) Aerial lime-based mortars blended with a pozzolanic additive and different admixtures: A mineralogical, textural and physical-mechanical study.
Construction and Building Materials 31:135-143
Arizzi A, Viles H, Cultrone G (2012) Experimental testing of the durability of lime-based mortars used for rendering historic buildings. Construction and Building Materials 28:
807–818
Benavente D, Garcia del Cura MA, Fort R, Ordóňez S (2004) Durability estimation of porous building stones from pore structure and strength. Engineering Geology 74:113-127 Degryse P, Elsen J, Waelkens M (2002) Study of ancient mortars from Sagalassos (Turkey) in
view of their conservation. Cement and Concrete Research 32:1457-1463
Elert K, Rodriguez-Navarro C, Pardo ES, Hansen E, Cazalla O (2002) Lime mortars for the conservation of historic buildings. Studies in Conservation 47:67-75
Frank R, Bauduin C, Driscoll R., Kavvadas M., Krebs Ovenen N., Orr T., Schuppener B. (2004) Designer’s guide to EN 1997-1: Eurocode 7: Geotcehnical Design – General rules.
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Hanley R, Pavia S (2008) A study of the workability of natural hydraulic lime mortars and its influence on strength Materials and Structures 41:373-381
Karatasios I, Kilikoglou V, Colston B, Theoulakis P, Watt D (2007) Setting process of lime- based conservation mortars with barium hydroxide. Cement and Concrete Research 37:886-893
Lanas J, Alvarez JI (2003) Masonry repair lime-based mortars: Factors affecting the mechanical behaviour. Cement and Concrete Research 33:1867-1876
Lanas J, Bernal PJL, Bello MA, Alvarez JI (2006) Mechanical properties of masonry repair dolomitic lime-based mortars. Cement and Concrete Research 36:951-960
Lindqvist JE, Sandström M (2000) Quantitative analysis of historical mortars using optical microscopy. Mater Struct 33:612–617
Lindqvist JE (ed) (2009) Repair mortars for historic masonry. Testing of hardened mortars, a process of questioning and interpreting. Materials and Structures 42:853-865
Montoya C, Lanas J, Aradigoyen M, Navarro I, Casado PJG, Alvarez JI (2003) Study of ancient dolomitic mortars of church of Santa María de Zamarce in Navarra (Spain):
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Mosquera MJ, Silva B, Prieto B, Ruiz-Herrera E (2006) Addition of cement to lime-based mortars: Effect on pore structure and vapor transport. Cement and Concrete Research 36:1635-1642
Ordóňez S, Fort R, Garcia del Cura MA (1997) Pore size distribution and the durability of a porous limestone. Quarterly Journal of Engineering Geology 30:221-230
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Török Á. 2003. Durva mészkőből épült műemlékek károsodása légszennyezés hatására. In:
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Yu S, Oguchi CT (2010) Role of pore size distribution in salt uptake, damage, and predicting salt susceptibility of eight types of Japanese building stones.
Engineering Geology 115:226-236
