Data in Brief 13 (2017) 487–497
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Data Article
Data on the physical and mechanical properties of soilcrete materials modified with metakaolin Panagiotis G. Asteris a,n, Konstantinos G. Kolovos b a Computational Mechanics Laboratory, Department of Civil Engineering, School of Pedagogical & Technological Education, Athens, Greece b Department of Military Sciences, Division of Physical Sciences and Applications, Hellenic Army Academy, Vari, Greece
a r t i c l e i n f o
abstract
Article history: Received 27 February 2017 Received in revised form 28 April 2017 Accepted 6 June 2017 Available online 10 June 2017
During the last decades eco-friendly, low-cost, sustainable construction materials for utilization in civil engineering projects have attracted much attention. To this end, soilcretes are nonconventional construction materials produced by mixing natural soil such as natural clay or limestone sand with a hydraulic binder and are recently under detailed and in-depth investigation by many researchers. In this paper the results of the physical and mechanical characteristics of a large set of cylindrical specimens under uniaxial compression, are presented. Specifically, two types of soils such as sand and clay with metakaolin as a mineral additive have been used. This database can be extremely valuable for better understanding of the behavior of soilcrete materials. Furthermore, the results presented herein expected to be of great interest for researchers who deal with the prediction of mechanical properties of materials using soft computing techniques such as artificial intelligence (AI) techniques. & 2017 The Authors. Published by Elsevier Inc. This is an open access article under the CC BY license (http://creativecommons.org/licenses/by/4.0/).
Keywords: Soilcrete materials Metakaolin Concrete technology Physical and mechanical properties Compressive strength Modulus of elasticity Ultrasonic pulse velocity Artificial neural networks
n
Corresponding author. E-mail address: [email protected] (P.G. Asteris).
http://dx.doi.org/10.1016/j.dib.2017.06.014 2352-3409/& 2017 The Authors. Published by Elsevier Inc. This is an open access article under the CC BY license (http://creativecommons.org/licenses/by/4.0/).
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Specifications Table
Subject area More specific subject area Type of data How the data were acquired Data format Experimental factors
Experimental features
Data source location Data accessibility
Materials Science and Engineering Construction and Building materials Tables, f igure Macroscopical and experimental tests Raw, analyzed Pretreatment of samples included drying of natural clay ground soil at 105 °C for 5 days and crushed quarry sand at 105 °C for 24 h in an electrical laboratory oven and then sieved in order to pass a 2 and 4.75 mm sieve correspondingly. Mixing of binder batches was conducted in a laboratory swing mill for 1 h without further grinding of solid constituents until homogeneity of the blends was reached. Testing the shrinkage, bulk density after 1 day of curing and compressive strength, modulus of elasticity and strain at maximum stress after 28 days of curing of 2 type soilcrete materials samples that contained different contents of natural clay ground soil or crushed quarry sand of a limestone origin and different content of a variable-in-synthesis ordinary Portland cementmetakaolin binder at different water/binder ratio values in laboratory situation Laboratory of Concrete & Aseismic Constructions, Department of Civil Engineering, School of Pedagogical & Technological Education, Athens, Greece Data within this article
Value of the data
The research data are important for researchers who deal with eco-friendly, low-cost, new, sus
tainable construction materials with improved mechanical properties for utilization in civil engineering projects. The experimental data can be extremely valuable for the development of a mix design process focused on soilcrete materials and to elucidate the relation between physical and mechanical properties through the comparison of macroscopical observations with experimentally measured mechanical characteristics. The experimental data presented herein expected to be of great interest for researchers who deal with the prediction of mechanical properties of materials using soft computing techniques such as artif icial intelligence (AI) techniques and provide an initial dataset point to generate and validate numerical and/or analytical models.
1. Data Data on the synthesis and physicomechanical characteristics of 2 types of environment-friendly soilcrete materials are presented. Soilcrete samples contained different contents of natural clay ground soil or crushed quarry sand of a limestone origin as replacement of the aggregate phase. Metakaolin has been added at variable contents as a mineral additive to the ordinary Portland cement-based binder mix, at different water/binder ratio values (W/B). Specifically, the Research Database presents measured physical and mechanical properties such as the 28 days compressive strength (fc), the modulus of elasticity (Ec) and the strain at maximum strength (ε0) (Fig. 1) of a large
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
489
Fig. 1. Stress–strain curves.
set of cylindrical specimens with a height-to-diameter (h/d) ratio equal to 2 (h/d¼ 2) which have been tested under uniaxial compression [1–3].
2. Experimental design Three categories of binders (B), variable in synthesis, were investigated; the 1st that consisted of 100% w/w CEM I 42.5 N Portland cement (PC) used as reference, the 2nd produced by mixing 90% w/ w PC and 10% w/w metakaolin (MK) in the dry mix and the 3rd by mixing 80% w/w PC and 20% w/w MK (in the dry mix) as partial replacement. Homogeneity of all 3 categories of blends was reached after mixing MK and PC without further grinding in a laboratory swing mill for 1 h [1–3]. Batches of samples that correspond to 2 specific types of soil materials were investigated; natural clay ground soil (CGS) and crushed quarry limestone sand (CQLS) were used as replacement of the aggregate phase. First type soilcrete material, entitled as clay-based soilcrete, produced by mixing 50% and 70% w/w CGS (in the dry mix) with 50% and 30% w/w binder at 2 different water/binder (W/B) ratio values of 0.48 and 1.2. High workability and optimal flow properties for samples with W/B equal to 0.48 was achieved by the addition of 2.0% w/w (of the cementitious materials) superplasticizer (SP), as presented in Table 1. Second type soilcrete material, entitled as sand-based soilcrete, produced by mixing 50% and 70% w/w CQLS (in the dry mix) with 50% and 30% w/w binder at 3 different W/B ratio values of 0.4, 0.7 and 1.0. As Similarly to the first type soilcrete material samples, high workability and optimal flow properties for samples with W/B equal to 0.4 were achieved by the addition of 2.0% w/w SP (of the cementitious materials), as listed in Table 2. Refs. [1–3] provide a detailed description of the experimental set-up.
3. Materials Raw materials used for the preparation of samples were: (i) Type CEM I 42.5 N ordinary Portland cement (PC) of industrial origin to avoid the additional influence of the presence of mineral admixtures found in other CEM types, to minimize water demand and to comply with requirements concerning initial strength development, according to EN 197-1 [1–3]. (ii) High purity commercial metakaolin (MK) supplied by Imerys Minerals, containing 95% w/w metakaolinite (Al2O3 2SiO2) [1–3].
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Table 1 Synthesis and experimental design of clay-based soilcrete material (first sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document). Sample
CEM Ι 42.5 N (PC) (% w/w in the dry mix)
Μetakaolin (MK) (% w/w in the dry mix)
Clay ground soil (CGS) (% w/w in the dry mix)
W/B Superplasticizer (SP) (% w/w of the cementitious materials)
PC-50L PC-30L PMC1050L PMC1030L PMC2050L PMC2030L PC-50H PC-30H PMC1050H PMC1030H PMC2050H PMC2030H
50 30 45
– – 5
50 70 50
0.48 2.0 0.48 2.0 0.48 2.0
27
3
70
0.48 2.0
40
10
50
0.48 2.0
24
6
70
0.48 2.0
50 30 45
– – 5
50 70 50
1.2 1.2 1.2
– – –
27
3
70
1.2
–
40
10
50
1.2
–
24
6
70
1.2
–
(iii) Natural clay ground soil (CGS) since it corresponds to a typical worst case scenario of a low plasticity stiff soil [1]. (iv) Crushed quarry sand of a limestone origin (CQLS) was selected since it corresponds to a widespread typical natural rock that can be found in a wide range of soil strata (clean sands) [1,3]. (v) Type E and F according to ASTM C494/C494M-08a common superplasticizer (SP) manufactured by Domylco Ltd. (CHEM SLP P) at appropriate percentages in order to retain high workability and optimal flow properties of the produced soilcrete. (vi) Tap water (W) of moderate hardness (14 °F).
4. Methods Particle size distribution for CGS (before sieving at 2 mm) and CQLS (before sieving at 4.75 mm) resulted by conducting sieve analysis according to ASTM D6913-04, ASTM E11 and C136 standards, respectively [1–3]. CGS and CQLS were dried at 105 °C for 5 days and at 105 °C for 24 h respectively, in an electrical laboratory oven and then sieved in order to pass a 2.00 and 4.75 mm sieve respectively [1–3]. Mixing of binder batches was performed in a laboratory swing mill for 1 h without further grinding of solid constituents until homogeneity of the blends was reached [1–3]. Soilcrete samples were prepared by mixing the binder-CGS and binder-CQLS mixtures with tap water at 20 °C in an 80 L capacity laboratory mixer used for concrete production [1–3]. All soilcrete specimens were cast in concrete cylinders (100 mm in diameter, 200 mm in high), vibrated for 20 s on a vibration table and then covered to minimize water evaporation [1–3]. The molds were stripped after 24 h, and the specimens were immersed in lime-saturated water at 20 °C, until testing [1–3]. Compressive strength measurements were conducted at 28 days. For each sample, four to eight soilcrete specimens were tested and the mean values of the measured physical and mechanical properties such as the 28 days compressive strength, the modulus of elasticity, the strain at maximum strength and the ultrasonic velocity are presented at Tables 3 and 4.
Table 2 Synthesis and experimental design of sand-based soilcrete material (second sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document). CEM Ι 42.5 N (PC) (% w/w in the dry mix)
Μetakaolin (MK) (% w/w in the dry mix)
Crushed Quarry Limestone Sand (CQLS) (% w/w in the dry mix)
W/B
Superplasticizer (SP) (% w/w of the cementitious materials)
PCSA–50L PCSA–30L PMCSA10–50L PMCSA10–30L PMCSA20–50L PMCSA20–30L PCSA–50M PCSA–30M PMCSA10–50M PMCSA10–30M PMCSA20–50M PMCSA20–30M PCSA–50H PCSA–30H PMCSA10–50H PMCSA10–30H PMCSA20–50H PMCSA20–30H
50 30 45 27 40 24 50 30 45 27 40 24 50 30 45 27 40 24
– – 5 3 10 6 – – 5 3 10 6 – – 5 3 10 6
50 70 50 70 50 70 50 70 50 70 50 70 50 70 50 70 50 70
0.4 0.4 0.4 0.4 0.4 0.4 0.7 0.7 0.7 0.7 0.7 0.7 1.0 1.0 1.0 1.0 1.0 1.0
2.0 2.0 2.0 2.0 2.0 2.0 – – – – – – – – – – – –
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
Sample
491
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elas- Strain at maxticity (GPa) imum stress
CGS 1 2 3 4 5 1 2 3 4 5 1 2 3 4 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 1 2 3 4 5
2059.03 2002.68 2025.74 1986.76 1998.67 1974.99 1921.89 1940.52 2035.28 1954.42 3585.39 3747.67 3668.07 3698.45 3475.65 3600.14 3553.80 3579.30 3647.41 2781.92 2739.20 2788.42 1654.72 1692.05 1679.75 1635.78 1637.57 1640.24 1648.36 2560.55 2709.29 2716.51 2688.33 2787.84 2776.38 2808.73 2740.77 2769.47
39.31 37.08 37.76 32.06 32.84 44.61 33.63 41.10 51.07 47.17 54.65 53.25 57.55 45.96 40.51 58.94 46.20 38.56 34.90 15.41 18.59 15.07 15.07 21.16 24.54 23.01 21.61 22.92 22.56 16.82 18.01 19.08 22.55 15.41 18.59 15.07 15.07 21.16
5.979 5.579 5.379 5.082 5.744 6.458 6.054 6.250 6.641 6.391 7.067 7.066 7.762 7.310 6.120 6.827 6.649 5.397 5.833 2.716 2.737 2.845 3.003 2.733 3.259 3.131 2.701 2.851 3.075 2.751 2.980 3.355 3.470 2.775 3.379 1.995 1.974 3.161
0.48
0
50
2.0
0.48
0
30
2.0
0.48
5.0
50
2.0
0.48
3.0
30
2.0
1.2
0
50
0
1.2
0
30
0
1.2
5.0
50
0
1.2
3.0
30
0
7.5 3.5 5.5 4.0 5.0 7.5 4.0 3.5 9.0 4.5 7.5 8.0 5.0 6.0 5.0 5.5 5.0 7.0 4.5 19.0 16.5 15.0 18.0 19.0 17.5 16.5 16.5 16.5 15.5 7.5 11.0 8.5 9.0 10.0 10.0 7.5 7.5 7.5
2089.2 2142.5 2102.9 2074.0 2161.6 2082.3 2046.2 2139.9 2041.0 2143.6 2078.2 2041.0 2078.4 2024.7 1944.4 2004.5 2091.9 1962.9 2004.9 1706.4 1682.7 1668.0 1637.4 1701.7 1752.6 1733.1 1762.1 1719.4 1729.2 1528.7 1614.5 1683.2 1640.7 1685.8 1702.8 1662.2 1714.6 1603.0
0.00695222 0.00751251 0.00827908 0.00612117 0.00672800 0.00567568 0.00791667 0.00765230 0.00807700 0.00743455 0.00766000 0.00447970 0.00785000 0.00660000 0.00645860 0.00884138 0.00780800 0.00775800 0.00594590 0.00884200 0.00960100 0.00724588 0.00870000 0.00864470 0.00918227 0.00892216 0.00982000 0.00910180 0.00840237 0.00720000 0.00720000 0.00732000 0.00758900 0.00695000 0.00689500 0.00757100 0.00760000 0.00660400
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
Soil Specimen W/B MK (% w/w in the B (% w/w in the SP (% w/w of the cemen- Shrinkage Density type no. ratio dry mix) dry mix) titious materials) (%) (kg/m3)
492
Table 3 Physical and mechanical measured characteristics of clay-based soilcrete material samples (third sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document).
Table 4 Physical and mechanical measured characteristics of sand-based soilcrete material samples (fourth sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document). Soil type
Specimen no.
B (% w/w in the dry mix)
SP (% w/w of the cementitious materials)
Shrink Density (kg/m3) age (%)
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elasticity (GPa)
Strain at maximum stress
0.4
0
50
2.0
0.4
0
30
2.0
0.4
5.0
50
2.0
0.4
3.0
30
2.0
0.4
10.0
50
2.0
1.0 1.0 1.0 0.5 0.5 1.5 1.0 1.0 3.5 3.0 3.3 3.0 3.0 2.5 3.3 2.5 1.0 0.3 1.0 1.0 0.0 0.0 0.3 2.5 0.5 1.0 1.0 1.0 1.5 2.5 1.0 1.5 1.5 1.3 1.5 0.5
4070.00 4016.67 4053.33 4100.00 4076.67 4040.00 4090.00 4016.67 4006.67 4080.00 4040.00 4100.00 4000.00 4070.00 4040.00 4063.33 3913.33 3931.67 3916.67 3980.00 3840.00 3900.00 3931.67 3810.00 4090.00 4053.33 4053.33 4070.00 4003.33 3966.67 4023.33 3986.67 3926.67 3831.67 3763.33 3810.00
55.35 62.25 41.04 58.00 50.35 46.48 61.49 62.25 62.35 66.72 57.17 60.79 50.36 64.64 57.17 50.66 49.36 48.30 48.86 49.01 41.86 39.87 48.30 59.82 62.01 59.44 59.44 58.03 60.87 46.26 63.05 51.67 76.90 56.03 68.21 72.48
27.442 24.325 24.875 27.754 27.249 26.476 28.976 24.325 25.690 25.765 29.371 25.679 25.650 27.577 29.371 28.145 24.745 24.160 28.668 26.747 23.543 28.434 24.160 26.746 28.182 28.644 28.644 28.360 29.478 28.360 29.625 26.791 26.513 23.159 24.276 25.168
0.00290000 0.00440000 0.00074000 0.00300000 0.00110000 0.00460000 0.00280000 0.00440000 0.00340000 0.00440000 0.00260000 0.00290000 0.00320000 0.00350000 0.00260000 0.00200000 0.00130000 0.00315000 0.00210000 0.00190000 0.00270000 0.00210000 0.00315000 0.00260000 0.00280000 0.00275000 0.00275000 0.00240000 0.00290000 0.00180000 0.00270000 0.00200000 0.00330000 0.00280000 0.00360000 0.00320000
2111.9 2100.8 2130.2 2146.4 2125.6 2123.6 2121.9 2100.8 2161.4 2161.3 2186.2 2173.2 2176.8 2154.5 2186.2 2161.7 2077.8 2070.1 2074.6 2059.1 2076.4 2075.8 2070.1 2098.0 2128.8 2129.6 2129.6 2137.3 2143.9 2132.6 2133.4 2144.6 2099.3 2115.6 2114.2 2101.3
493
MK (% w/w in the dry mix)
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
CQLS 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4
W/B ratio
494
Table 4 (continued ) Soil type
Specimen no.
MK (% w/w in the dry mix)
B (% w/w in the dry mix)
SP (% w/w of the cementitious materials)
0.4
6.0
30
2.0
0.7
0
50
0
0.7
0
30
0
0.7
5.0
50
0
0.7
3.0
30
0
Shrink Density (kg/m3) age (%)
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elasticity (GPa)
Strain at maximum stress
2.0 1.3 1.5 1.0 1.8 2.5 1.0 1.0 3.0 0.5 1.8 2.0 10.0 11.0 10.0 10.0 9.5 13.0 10.0 8.0 8.0 8.0 8.5 8.5 8.0 8.5 8.5 3.0 4.5 4.5 2.3 2.0 3.0 2.3 2.5 5.0 3.0 3.5
3873.33 3831.67 3746.67 3756.67 3886.67 3820.00 3906.67 3880.00 3903.33 3863.33 3886.67 3890.00 3523.33 3353.33 3333.33 3381.67 3356.67 3376.67 3381.67 3486.67 3670.00 3536.67 3343.33 3516.67 3486.67 3436.67 3413.33 3303.33 3406.67 3303.33 3333.33 3533.33 3383.33 3333.33 3373.33 3473.33 3530.00 3516.67
68.86 56.03 71.26 71.57 64.65 72.68 74.34 67.92 75.77 70.94 64.65 60.81 27.87 22.53 25.16 26.68 25.18 28.75 26.68 26.72 28.63 23.53 26.07 28.83 26.44 28.06 33.32 35.60 31.48 31.61 32.59 30.51 32.99 32.59 32.71 31.53 30.69 31.00
26.876 23.159 23.733 27.914 25.695 26.582 26.781 25.120 25.578 26.992 25.695 26.798 15.884 12.785 16.654 14.166 13.710 15.392 14.166 17.402 20.870 21.957 14.697 16.694 15.622 18.379 15.280 15.233 13.865 14.062 13.197 15.296 12.730 13.197 13.913 16.269 15.240 14.834
0.00310000 0.00280000 0.00340000 0.00340000 0.00330000 0.00350000 0.00360000 0.00620000 0.00390000 0.00350000 0.00330000 0.00260000 0.00260000 0.00400000 0.00190000 0.00362500 0.00230000 0.00280000 0.00362500 0.00230000 0.00280000 0.00170000 0.00280000 0.00250000 0.00240000 0.00230000 0.00370000 0.00360000 0.00300000 0.00290000 0.00370000 0.00270000 0.00360000 0.00370000 0.00330000 0.00270000 0.00265000 0.00380000
2138.3 2115.6 2117.1 2131.8 2102.5 2093.4 2101.3 2095.2 2099.6 2102.6 2102.5 2120.1 1995.4 1909.4 1912.2 1934.9 1916.8 1940.8 1934.9 1976.9 2036.1 1979.7 1917.1 1997.1 1950.3 1969.0 1980.1 1893.4 1890.8 1922.8 1880.7 1876.7 1878.0 1880.7 1887.6 1965.8 1910.8 1940.5
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3
W/B ratio
0.7
10.0
50
0
0.7
6.0
30
0
1.0
0
50
1.0
0
30
1.0
5.0
50
0
1.0
3.0
30
0
3.0 2.5 5.0 2.5 2.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.5 1.5 1.0 1.5 0.5 1.0 3.0 1.0 1.5 0 17.5 21.5 21.5 24.0 26.0 0 6.0 18.0 18.0 18.0 13.5 13.5 13.5 15.5 11.0 11.5 13.0 10.5 11.5 9.0
1917.1 1938.6 1939.7 1935.3 1934.3 1848.4 1842.5 1857.0 1855.0 1855.0 1864.9 1838.3 1842.6 1907.9 1903.4 1923.8 1876.6 1883.5 1911.5 1917.6 1894.7 1852.9 1884.9 1955.5 1844.6 1775.7 2029.1 1934.5 1929.9 1873.2 1796.0 1815.5 1696.9 1754.8 1729.4 1640.6 1676.6 1806.2 1902.2 1768.7
3473.33 3420.00 3493.33 3500.00 3446.67 3386.67 3396.67 3386.67 3416.67 3416.67 3386.67 3373.33 3426.67 3473.33 3466.67 3480.00 3423.33 3456.67 3440.00 3446.67 3400.00 2996.67 3076.67 3216.67 3086.67 3026.67 3430.00 3233.33 3173.33 3083.33 3163.33 3230.00 3053.33 3180.00 3040.00 2933.33 3010.00 3116.67 3350.00 3130.00
29.55 29.43 33.11 30.44 35.51 40.78 44.13 38.48 38.327 38.33 38.28 39.71 41.75 35.68 34.94 33.27 35.82 39.31 38.16 33.79 35.49 12.21 15.41 17.39 16.39 15.05 17.21 15.52 16.56 15.28 17.32 16.03 18.64 17.20 14.37 14.67 14.74 16.13 20.84 14.28
14.138 16.757 15.356 15.064 14.515 12.960 13.138 12.989 14.1785 14.179 13.626 13.640 14.144 15.308 16.008 16.529 16.929 16.124 15.525 17.725 20.365 11.080 12.005 15.598 10.943 12.352 18.732 14.212 14.149 12.740 15.575 13.224 9.836 11.299 10.686 10.341 11.803 12.304 12.832 10.094
0.00250000 0.00260000 0.00300000 0.00290000 0.00390000 0.00370000 0.00410000 0.00350000 0.00315000 0.00315000 0.00340000 0.00350000 0.00360000 0.00280000 0.00260000 0.00240000 0.00270000 0.00310000 0.00290000 0.00340000 0.00250000 0.00340000 0.00990000 0.00320000 0.00250000 0.00130000 0.00190000 0.00210000 0.00190000 0.00170000 0.00100000 0.00170000 0.00280000 0.00180000 0.01600000 0.00190000 0.00140000 0.00180000 0.00250000 0.00200000
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 1 2 3 4 1 2 3 4 5 6 7 1 2 3
495
496
Table 4 (continued ) Specimen no.
4
10.5 3180.00 9.0 3063.33 1.0
1.0
6 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8
MK (% w/w in the dry mix)
B (% w/w in the dry mix)
SP (% w/w of the cementitious materials)
Shrink Density (kg/m3) age (%)
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elasticity (GPa)
Strain at maximum stress
2993.33 0.00210000 3006.67 0.00190000 0
14.16
10.735
0.00210000
5
9.0
1791.8
15.60
11.474
0.00210000
7
10.5
1789.8
15.74 10.0
1724.4 10.125 1717.3 11.834 50
6.0
30
0
3.5 5.5 5.0 10.0 5.5 5.5 4.0 5.0 4.5 7.5 7.0 5.0 5.0 6.5 5.0 5.0
1652.4 1662.1 1652.0 1703.8 1616.6 1720.1 1635.2 1634.6 1761.1 1694.6 1706.0 1749.6 1653.4 1705.8 1679.5 1666.8
19.00 20.26 19.60 16.73 18.38 19.54 17.85 18.82 16.67 20.24 17.89 14.86 18.16 17.95 14.92 14.89
10.029 9.171 10.271 10.539 9.072 10.013 9.515 9.079 12.034 8.509 9.197 9.972 9.338 10.852 11.560 11.570
0.00310000 0.00350000 0.00330000 0.00240000 0.00330000 0.00310000 0.00310000 0.00330000 0.00210000 0.00330000 0.00270000 0.00210000 0.00300000 0.00290000 0.00230000 0.00110000
W/B ratio
14.42
2906.67 2983.33 2896.67 3060.00 2890.00 3023.33 2930.00 2896.67 3070.00 3003.33 3013.33 3086.67 2926.67 3046.67 2986.67 2983.33
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
Soil type
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497
Acknowledgements The authors would like to express their special thanks to TITAN Cement Company S.A. for the free supply of cement as well as to Imerys Minerals Ltd. for providing the amounts of metakaolin used in this work. The authors would also like to express their gratitude to Mr Ch. Psaromichelakis, Mr M. Frantzis, Mr I. Karampampas, Mr P. Kalantzakis and Mr V. Christopoulos for their assistance on the preparation of samples and also to Dr Ch. Leptokaridis and Dr D. Fragoulis from TITAN Cement Company S.A. for the compressive strength tests of samples.
Transparency document. Supplementary material Transparency data associated with this article can be found in the online version at http://dx.doi. org/10.1016/j.dib.2017.06.014.
Appendix A. Supplementary material Supplementary data associated with this article can be found in the online version at http://dx.doi. org/10.1016/j.dib.2017.06.014.
References [1] K.G. Kolovos, P.G. Asteris, D.M. Cotsovos, E. Badogiannis, S. Tsivilis, Mechanical properties of soilcrete mixtures modified with metakaolin, Constr. Build. Mater. 47 (2013) 1026–1036. [2] K.G. Kolovos, P.G. Asteris, S. Tsivilis, Properties of sandcrete mixtures modified with metakaolin, Eur. J. Environ. Civ. Eng. 20 (2016) s18–s37. [3] P.G. Asteris, K.G. Kolovos, A. Athanasopoulou, V. Plevris, G. Konstantakatos, Investigation of the mechanical behaviour of metakaolin-based sandcrete mixtures, Eur. J. Environ. Civ. Eng. (2017), http://dx.doi.org/10.1080/19648189.2016.1277373.
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Data Article
Data on the physical and mechanical properties of soilcrete materials modified with metakaolin Panagiotis G. Asteris a,n, Konstantinos G. Kolovos b a Computational Mechanics Laboratory, Department of Civil Engineering, School of Pedagogical & Technological Education, Athens, Greece b Department of Military Sciences, Division of Physical Sciences and Applications, Hellenic Army Academy, Vari, Greece
a r t i c l e i n f o
abstract
Article history: Received 27 February 2017 Received in revised form 28 April 2017 Accepted 6 June 2017 Available online 10 June 2017
During the last decades eco-friendly, low-cost, sustainable construction materials for utilization in civil engineering projects have attracted much attention. To this end, soilcretes are nonconventional construction materials produced by mixing natural soil such as natural clay or limestone sand with a hydraulic binder and are recently under detailed and in-depth investigation by many researchers. In this paper the results of the physical and mechanical characteristics of a large set of cylindrical specimens under uniaxial compression, are presented. Specifically, two types of soils such as sand and clay with metakaolin as a mineral additive have been used. This database can be extremely valuable for better understanding of the behavior of soilcrete materials. Furthermore, the results presented herein expected to be of great interest for researchers who deal with the prediction of mechanical properties of materials using soft computing techniques such as artificial intelligence (AI) techniques. & 2017 The Authors. Published by Elsevier Inc. This is an open access article under the CC BY license (http://creativecommons.org/licenses/by/4.0/).
Keywords: Soilcrete materials Metakaolin Concrete technology Physical and mechanical properties Compressive strength Modulus of elasticity Ultrasonic pulse velocity Artificial neural networks
n
Corresponding author. E-mail address: [email protected] (P.G. Asteris).
http://dx.doi.org/10.1016/j.dib.2017.06.014 2352-3409/& 2017 The Authors. Published by Elsevier Inc. This is an open access article under the CC BY license (http://creativecommons.org/licenses/by/4.0/).
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Specifications Table
Subject area More specific subject area Type of data How the data were acquired Data format Experimental factors
Experimental features
Data source location Data accessibility
Materials Science and Engineering Construction and Building materials Tables, f igure Macroscopical and experimental tests Raw, analyzed Pretreatment of samples included drying of natural clay ground soil at 105 °C for 5 days and crushed quarry sand at 105 °C for 24 h in an electrical laboratory oven and then sieved in order to pass a 2 and 4.75 mm sieve correspondingly. Mixing of binder batches was conducted in a laboratory swing mill for 1 h without further grinding of solid constituents until homogeneity of the blends was reached. Testing the shrinkage, bulk density after 1 day of curing and compressive strength, modulus of elasticity and strain at maximum stress after 28 days of curing of 2 type soilcrete materials samples that contained different contents of natural clay ground soil or crushed quarry sand of a limestone origin and different content of a variable-in-synthesis ordinary Portland cementmetakaolin binder at different water/binder ratio values in laboratory situation Laboratory of Concrete & Aseismic Constructions, Department of Civil Engineering, School of Pedagogical & Technological Education, Athens, Greece Data within this article
Value of the data
The research data are important for researchers who deal with eco-friendly, low-cost, new, sus
tainable construction materials with improved mechanical properties for utilization in civil engineering projects. The experimental data can be extremely valuable for the development of a mix design process focused on soilcrete materials and to elucidate the relation between physical and mechanical properties through the comparison of macroscopical observations with experimentally measured mechanical characteristics. The experimental data presented herein expected to be of great interest for researchers who deal with the prediction of mechanical properties of materials using soft computing techniques such as artif icial intelligence (AI) techniques and provide an initial dataset point to generate and validate numerical and/or analytical models.
1. Data Data on the synthesis and physicomechanical characteristics of 2 types of environment-friendly soilcrete materials are presented. Soilcrete samples contained different contents of natural clay ground soil or crushed quarry sand of a limestone origin as replacement of the aggregate phase. Metakaolin has been added at variable contents as a mineral additive to the ordinary Portland cement-based binder mix, at different water/binder ratio values (W/B). Specifically, the Research Database presents measured physical and mechanical properties such as the 28 days compressive strength (fc), the modulus of elasticity (Ec) and the strain at maximum strength (ε0) (Fig. 1) of a large
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
489
Fig. 1. Stress–strain curves.
set of cylindrical specimens with a height-to-diameter (h/d) ratio equal to 2 (h/d¼ 2) which have been tested under uniaxial compression [1–3].
2. Experimental design Three categories of binders (B), variable in synthesis, were investigated; the 1st that consisted of 100% w/w CEM I 42.5 N Portland cement (PC) used as reference, the 2nd produced by mixing 90% w/ w PC and 10% w/w metakaolin (MK) in the dry mix and the 3rd by mixing 80% w/w PC and 20% w/w MK (in the dry mix) as partial replacement. Homogeneity of all 3 categories of blends was reached after mixing MK and PC without further grinding in a laboratory swing mill for 1 h [1–3]. Batches of samples that correspond to 2 specific types of soil materials were investigated; natural clay ground soil (CGS) and crushed quarry limestone sand (CQLS) were used as replacement of the aggregate phase. First type soilcrete material, entitled as clay-based soilcrete, produced by mixing 50% and 70% w/w CGS (in the dry mix) with 50% and 30% w/w binder at 2 different water/binder (W/B) ratio values of 0.48 and 1.2. High workability and optimal flow properties for samples with W/B equal to 0.48 was achieved by the addition of 2.0% w/w (of the cementitious materials) superplasticizer (SP), as presented in Table 1. Second type soilcrete material, entitled as sand-based soilcrete, produced by mixing 50% and 70% w/w CQLS (in the dry mix) with 50% and 30% w/w binder at 3 different W/B ratio values of 0.4, 0.7 and 1.0. As Similarly to the first type soilcrete material samples, high workability and optimal flow properties for samples with W/B equal to 0.4 were achieved by the addition of 2.0% w/w SP (of the cementitious materials), as listed in Table 2. Refs. [1–3] provide a detailed description of the experimental set-up.
3. Materials Raw materials used for the preparation of samples were: (i) Type CEM I 42.5 N ordinary Portland cement (PC) of industrial origin to avoid the additional influence of the presence of mineral admixtures found in other CEM types, to minimize water demand and to comply with requirements concerning initial strength development, according to EN 197-1 [1–3]. (ii) High purity commercial metakaolin (MK) supplied by Imerys Minerals, containing 95% w/w metakaolinite (Al2O3 2SiO2) [1–3].
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Table 1 Synthesis and experimental design of clay-based soilcrete material (first sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document). Sample
CEM Ι 42.5 N (PC) (% w/w in the dry mix)
Μetakaolin (MK) (% w/w in the dry mix)
Clay ground soil (CGS) (% w/w in the dry mix)
W/B Superplasticizer (SP) (% w/w of the cementitious materials)
PC-50L PC-30L PMC1050L PMC1030L PMC2050L PMC2030L PC-50H PC-30H PMC1050H PMC1030H PMC2050H PMC2030H
50 30 45
– – 5
50 70 50
0.48 2.0 0.48 2.0 0.48 2.0
27
3
70
0.48 2.0
40
10
50
0.48 2.0
24
6
70
0.48 2.0
50 30 45
– – 5
50 70 50
1.2 1.2 1.2
– – –
27
3
70
1.2
–
40
10
50
1.2
–
24
6
70
1.2
–
(iii) Natural clay ground soil (CGS) since it corresponds to a typical worst case scenario of a low plasticity stiff soil [1]. (iv) Crushed quarry sand of a limestone origin (CQLS) was selected since it corresponds to a widespread typical natural rock that can be found in a wide range of soil strata (clean sands) [1,3]. (v) Type E and F according to ASTM C494/C494M-08a common superplasticizer (SP) manufactured by Domylco Ltd. (CHEM SLP P) at appropriate percentages in order to retain high workability and optimal flow properties of the produced soilcrete. (vi) Tap water (W) of moderate hardness (14 °F).
4. Methods Particle size distribution for CGS (before sieving at 2 mm) and CQLS (before sieving at 4.75 mm) resulted by conducting sieve analysis according to ASTM D6913-04, ASTM E11 and C136 standards, respectively [1–3]. CGS and CQLS were dried at 105 °C for 5 days and at 105 °C for 24 h respectively, in an electrical laboratory oven and then sieved in order to pass a 2.00 and 4.75 mm sieve respectively [1–3]. Mixing of binder batches was performed in a laboratory swing mill for 1 h without further grinding of solid constituents until homogeneity of the blends was reached [1–3]. Soilcrete samples were prepared by mixing the binder-CGS and binder-CQLS mixtures with tap water at 20 °C in an 80 L capacity laboratory mixer used for concrete production [1–3]. All soilcrete specimens were cast in concrete cylinders (100 mm in diameter, 200 mm in high), vibrated for 20 s on a vibration table and then covered to minimize water evaporation [1–3]. The molds were stripped after 24 h, and the specimens were immersed in lime-saturated water at 20 °C, until testing [1–3]. Compressive strength measurements were conducted at 28 days. For each sample, four to eight soilcrete specimens were tested and the mean values of the measured physical and mechanical properties such as the 28 days compressive strength, the modulus of elasticity, the strain at maximum strength and the ultrasonic velocity are presented at Tables 3 and 4.
Table 2 Synthesis and experimental design of sand-based soilcrete material (second sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document). CEM Ι 42.5 N (PC) (% w/w in the dry mix)
Μetakaolin (MK) (% w/w in the dry mix)
Crushed Quarry Limestone Sand (CQLS) (% w/w in the dry mix)
W/B
Superplasticizer (SP) (% w/w of the cementitious materials)
PCSA–50L PCSA–30L PMCSA10–50L PMCSA10–30L PMCSA20–50L PMCSA20–30L PCSA–50M PCSA–30M PMCSA10–50M PMCSA10–30M PMCSA20–50M PMCSA20–30M PCSA–50H PCSA–30H PMCSA10–50H PMCSA10–30H PMCSA20–50H PMCSA20–30H
50 30 45 27 40 24 50 30 45 27 40 24 50 30 45 27 40 24
– – 5 3 10 6 – – 5 3 10 6 – – 5 3 10 6
50 70 50 70 50 70 50 70 50 70 50 70 50 70 50 70 50 70
0.4 0.4 0.4 0.4 0.4 0.4 0.7 0.7 0.7 0.7 0.7 0.7 1.0 1.0 1.0 1.0 1.0 1.0
2.0 2.0 2.0 2.0 2.0 2.0 – – – – – – – – – – – –
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
Sample
491
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elas- Strain at maxticity (GPa) imum stress
CGS 1 2 3 4 5 1 2 3 4 5 1 2 3 4 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 1 2 3 4 5
2059.03 2002.68 2025.74 1986.76 1998.67 1974.99 1921.89 1940.52 2035.28 1954.42 3585.39 3747.67 3668.07 3698.45 3475.65 3600.14 3553.80 3579.30 3647.41 2781.92 2739.20 2788.42 1654.72 1692.05 1679.75 1635.78 1637.57 1640.24 1648.36 2560.55 2709.29 2716.51 2688.33 2787.84 2776.38 2808.73 2740.77 2769.47
39.31 37.08 37.76 32.06 32.84 44.61 33.63 41.10 51.07 47.17 54.65 53.25 57.55 45.96 40.51 58.94 46.20 38.56 34.90 15.41 18.59 15.07 15.07 21.16 24.54 23.01 21.61 22.92 22.56 16.82 18.01 19.08 22.55 15.41 18.59 15.07 15.07 21.16
5.979 5.579 5.379 5.082 5.744 6.458 6.054 6.250 6.641 6.391 7.067 7.066 7.762 7.310 6.120 6.827 6.649 5.397 5.833 2.716 2.737 2.845 3.003 2.733 3.259 3.131 2.701 2.851 3.075 2.751 2.980 3.355 3.470 2.775 3.379 1.995 1.974 3.161
0.48
0
50
2.0
0.48
0
30
2.0
0.48
5.0
50
2.0
0.48
3.0
30
2.0
1.2
0
50
0
1.2
0
30
0
1.2
5.0
50
0
1.2
3.0
30
0
7.5 3.5 5.5 4.0 5.0 7.5 4.0 3.5 9.0 4.5 7.5 8.0 5.0 6.0 5.0 5.5 5.0 7.0 4.5 19.0 16.5 15.0 18.0 19.0 17.5 16.5 16.5 16.5 15.5 7.5 11.0 8.5 9.0 10.0 10.0 7.5 7.5 7.5
2089.2 2142.5 2102.9 2074.0 2161.6 2082.3 2046.2 2139.9 2041.0 2143.6 2078.2 2041.0 2078.4 2024.7 1944.4 2004.5 2091.9 1962.9 2004.9 1706.4 1682.7 1668.0 1637.4 1701.7 1752.6 1733.1 1762.1 1719.4 1729.2 1528.7 1614.5 1683.2 1640.7 1685.8 1702.8 1662.2 1714.6 1603.0
0.00695222 0.00751251 0.00827908 0.00612117 0.00672800 0.00567568 0.00791667 0.00765230 0.00807700 0.00743455 0.00766000 0.00447970 0.00785000 0.00660000 0.00645860 0.00884138 0.00780800 0.00775800 0.00594590 0.00884200 0.00960100 0.00724588 0.00870000 0.00864470 0.00918227 0.00892216 0.00982000 0.00910180 0.00840237 0.00720000 0.00720000 0.00732000 0.00758900 0.00695000 0.00689500 0.00757100 0.00760000 0.00660400
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
Soil Specimen W/B MK (% w/w in the B (% w/w in the SP (% w/w of the cemen- Shrinkage Density type no. ratio dry mix) dry mix) titious materials) (%) (kg/m3)
492
Table 3 Physical and mechanical measured characteristics of clay-based soilcrete material samples (third sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document).
Table 4 Physical and mechanical measured characteristics of sand-based soilcrete material samples (fourth sheet of the MS-Excel file under the title “Database of SoilCrete Materials” in the Supplementary document). Soil type
Specimen no.
B (% w/w in the dry mix)
SP (% w/w of the cementitious materials)
Shrink Density (kg/m3) age (%)
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elasticity (GPa)
Strain at maximum stress
0.4
0
50
2.0
0.4
0
30
2.0
0.4
5.0
50
2.0
0.4
3.0
30
2.0
0.4
10.0
50
2.0
1.0 1.0 1.0 0.5 0.5 1.5 1.0 1.0 3.5 3.0 3.3 3.0 3.0 2.5 3.3 2.5 1.0 0.3 1.0 1.0 0.0 0.0 0.3 2.5 0.5 1.0 1.0 1.0 1.5 2.5 1.0 1.5 1.5 1.3 1.5 0.5
4070.00 4016.67 4053.33 4100.00 4076.67 4040.00 4090.00 4016.67 4006.67 4080.00 4040.00 4100.00 4000.00 4070.00 4040.00 4063.33 3913.33 3931.67 3916.67 3980.00 3840.00 3900.00 3931.67 3810.00 4090.00 4053.33 4053.33 4070.00 4003.33 3966.67 4023.33 3986.67 3926.67 3831.67 3763.33 3810.00
55.35 62.25 41.04 58.00 50.35 46.48 61.49 62.25 62.35 66.72 57.17 60.79 50.36 64.64 57.17 50.66 49.36 48.30 48.86 49.01 41.86 39.87 48.30 59.82 62.01 59.44 59.44 58.03 60.87 46.26 63.05 51.67 76.90 56.03 68.21 72.48
27.442 24.325 24.875 27.754 27.249 26.476 28.976 24.325 25.690 25.765 29.371 25.679 25.650 27.577 29.371 28.145 24.745 24.160 28.668 26.747 23.543 28.434 24.160 26.746 28.182 28.644 28.644 28.360 29.478 28.360 29.625 26.791 26.513 23.159 24.276 25.168
0.00290000 0.00440000 0.00074000 0.00300000 0.00110000 0.00460000 0.00280000 0.00440000 0.00340000 0.00440000 0.00260000 0.00290000 0.00320000 0.00350000 0.00260000 0.00200000 0.00130000 0.00315000 0.00210000 0.00190000 0.00270000 0.00210000 0.00315000 0.00260000 0.00280000 0.00275000 0.00275000 0.00240000 0.00290000 0.00180000 0.00270000 0.00200000 0.00330000 0.00280000 0.00360000 0.00320000
2111.9 2100.8 2130.2 2146.4 2125.6 2123.6 2121.9 2100.8 2161.4 2161.3 2186.2 2173.2 2176.8 2154.5 2186.2 2161.7 2077.8 2070.1 2074.6 2059.1 2076.4 2075.8 2070.1 2098.0 2128.8 2129.6 2129.6 2137.3 2143.9 2132.6 2133.4 2144.6 2099.3 2115.6 2114.2 2101.3
493
MK (% w/w in the dry mix)
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
CQLS 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4
W/B ratio
494
Table 4 (continued ) Soil type
Specimen no.
MK (% w/w in the dry mix)
B (% w/w in the dry mix)
SP (% w/w of the cementitious materials)
0.4
6.0
30
2.0
0.7
0
50
0
0.7
0
30
0
0.7
5.0
50
0
0.7
3.0
30
0
Shrink Density (kg/m3) age (%)
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elasticity (GPa)
Strain at maximum stress
2.0 1.3 1.5 1.0 1.8 2.5 1.0 1.0 3.0 0.5 1.8 2.0 10.0 11.0 10.0 10.0 9.5 13.0 10.0 8.0 8.0 8.0 8.5 8.5 8.0 8.5 8.5 3.0 4.5 4.5 2.3 2.0 3.0 2.3 2.5 5.0 3.0 3.5
3873.33 3831.67 3746.67 3756.67 3886.67 3820.00 3906.67 3880.00 3903.33 3863.33 3886.67 3890.00 3523.33 3353.33 3333.33 3381.67 3356.67 3376.67 3381.67 3486.67 3670.00 3536.67 3343.33 3516.67 3486.67 3436.67 3413.33 3303.33 3406.67 3303.33 3333.33 3533.33 3383.33 3333.33 3373.33 3473.33 3530.00 3516.67
68.86 56.03 71.26 71.57 64.65 72.68 74.34 67.92 75.77 70.94 64.65 60.81 27.87 22.53 25.16 26.68 25.18 28.75 26.68 26.72 28.63 23.53 26.07 28.83 26.44 28.06 33.32 35.60 31.48 31.61 32.59 30.51 32.99 32.59 32.71 31.53 30.69 31.00
26.876 23.159 23.733 27.914 25.695 26.582 26.781 25.120 25.578 26.992 25.695 26.798 15.884 12.785 16.654 14.166 13.710 15.392 14.166 17.402 20.870 21.957 14.697 16.694 15.622 18.379 15.280 15.233 13.865 14.062 13.197 15.296 12.730 13.197 13.913 16.269 15.240 14.834
0.00310000 0.00280000 0.00340000 0.00340000 0.00330000 0.00350000 0.00360000 0.00620000 0.00390000 0.00350000 0.00330000 0.00260000 0.00260000 0.00400000 0.00190000 0.00362500 0.00230000 0.00280000 0.00362500 0.00230000 0.00280000 0.00170000 0.00280000 0.00250000 0.00240000 0.00230000 0.00370000 0.00360000 0.00300000 0.00290000 0.00370000 0.00270000 0.00360000 0.00370000 0.00330000 0.00270000 0.00265000 0.00380000
2138.3 2115.6 2117.1 2131.8 2102.5 2093.4 2101.3 2095.2 2099.6 2102.6 2102.5 2120.1 1995.4 1909.4 1912.2 1934.9 1916.8 1940.8 1934.9 1976.9 2036.1 1979.7 1917.1 1997.1 1950.3 1969.0 1980.1 1893.4 1890.8 1922.8 1880.7 1876.7 1878.0 1880.7 1887.6 1965.8 1910.8 1940.5
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3
W/B ratio
0.7
10.0
50
0
0.7
6.0
30
0
1.0
0
50
1.0
0
30
1.0
5.0
50
0
1.0
3.0
30
0
3.0 2.5 5.0 2.5 2.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.5 1.5 1.0 1.5 0.5 1.0 3.0 1.0 1.5 0 17.5 21.5 21.5 24.0 26.0 0 6.0 18.0 18.0 18.0 13.5 13.5 13.5 15.5 11.0 11.5 13.0 10.5 11.5 9.0
1917.1 1938.6 1939.7 1935.3 1934.3 1848.4 1842.5 1857.0 1855.0 1855.0 1864.9 1838.3 1842.6 1907.9 1903.4 1923.8 1876.6 1883.5 1911.5 1917.6 1894.7 1852.9 1884.9 1955.5 1844.6 1775.7 2029.1 1934.5 1929.9 1873.2 1796.0 1815.5 1696.9 1754.8 1729.4 1640.6 1676.6 1806.2 1902.2 1768.7
3473.33 3420.00 3493.33 3500.00 3446.67 3386.67 3396.67 3386.67 3416.67 3416.67 3386.67 3373.33 3426.67 3473.33 3466.67 3480.00 3423.33 3456.67 3440.00 3446.67 3400.00 2996.67 3076.67 3216.67 3086.67 3026.67 3430.00 3233.33 3173.33 3083.33 3163.33 3230.00 3053.33 3180.00 3040.00 2933.33 3010.00 3116.67 3350.00 3130.00
29.55 29.43 33.11 30.44 35.51 40.78 44.13 38.48 38.327 38.33 38.28 39.71 41.75 35.68 34.94 33.27 35.82 39.31 38.16 33.79 35.49 12.21 15.41 17.39 16.39 15.05 17.21 15.52 16.56 15.28 17.32 16.03 18.64 17.20 14.37 14.67 14.74 16.13 20.84 14.28
14.138 16.757 15.356 15.064 14.515 12.960 13.138 12.989 14.1785 14.179 13.626 13.640 14.144 15.308 16.008 16.529 16.929 16.124 15.525 17.725 20.365 11.080 12.005 15.598 10.943 12.352 18.732 14.212 14.149 12.740 15.575 13.224 9.836 11.299 10.686 10.341 11.803 12.304 12.832 10.094
0.00250000 0.00260000 0.00300000 0.00290000 0.00390000 0.00370000 0.00410000 0.00350000 0.00315000 0.00315000 0.00340000 0.00350000 0.00360000 0.00280000 0.00260000 0.00240000 0.00270000 0.00310000 0.00290000 0.00340000 0.00250000 0.00340000 0.00990000 0.00320000 0.00250000 0.00130000 0.00190000 0.00210000 0.00190000 0.00170000 0.00100000 0.00170000 0.00280000 0.00180000 0.01600000 0.00190000 0.00140000 0.00180000 0.00250000 0.00200000
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 1 2 3 4 5 1 2 3 4 1 2 3 4 5 6 7 1 2 3
495
496
Table 4 (continued ) Specimen no.
4
10.5 3180.00 9.0 3063.33 1.0
1.0
6 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8
MK (% w/w in the dry mix)
B (% w/w in the dry mix)
SP (% w/w of the cementitious materials)
Shrink Density (kg/m3) age (%)
Ultrasonic velocity (m/s)
Compressive strength (MPa)
Modulus of elasticity (GPa)
Strain at maximum stress
2993.33 0.00210000 3006.67 0.00190000 0
14.16
10.735
0.00210000
5
9.0
1791.8
15.60
11.474
0.00210000
7
10.5
1789.8
15.74 10.0
1724.4 10.125 1717.3 11.834 50
6.0
30
0
3.5 5.5 5.0 10.0 5.5 5.5 4.0 5.0 4.5 7.5 7.0 5.0 5.0 6.5 5.0 5.0
1652.4 1662.1 1652.0 1703.8 1616.6 1720.1 1635.2 1634.6 1761.1 1694.6 1706.0 1749.6 1653.4 1705.8 1679.5 1666.8
19.00 20.26 19.60 16.73 18.38 19.54 17.85 18.82 16.67 20.24 17.89 14.86 18.16 17.95 14.92 14.89
10.029 9.171 10.271 10.539 9.072 10.013 9.515 9.079 12.034 8.509 9.197 9.972 9.338 10.852 11.560 11.570
0.00310000 0.00350000 0.00330000 0.00240000 0.00330000 0.00310000 0.00310000 0.00330000 0.00210000 0.00330000 0.00270000 0.00210000 0.00300000 0.00290000 0.00230000 0.00110000
W/B ratio
14.42
2906.67 2983.33 2896.67 3060.00 2890.00 3023.33 2930.00 2896.67 3070.00 3003.33 3013.33 3086.67 2926.67 3046.67 2986.67 2983.33
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
Soil type
P.G. Asteris, K.G. Kolovos / Data in Brief 13 (2017) 487–497
497
Acknowledgements The authors would like to express their special thanks to TITAN Cement Company S.A. for the free supply of cement as well as to Imerys Minerals Ltd. for providing the amounts of metakaolin used in this work. The authors would also like to express their gratitude to Mr Ch. Psaromichelakis, Mr M. Frantzis, Mr I. Karampampas, Mr P. Kalantzakis and Mr V. Christopoulos for their assistance on the preparation of samples and also to Dr Ch. Leptokaridis and Dr D. Fragoulis from TITAN Cement Company S.A. for the compressive strength tests of samples.
Transparency document. Supplementary material Transparency data associated with this article can be found in the online version at http://dx.doi. org/10.1016/j.dib.2017.06.014.
Appendix A. Supplementary material Supplementary data associated with this article can be found in the online version at http://dx.doi. org/10.1016/j.dib.2017.06.014.
References [1] K.G. Kolovos, P.G. Asteris, D.M. Cotsovos, E. Badogiannis, S. Tsivilis, Mechanical properties of soilcrete mixtures modified with metakaolin, Constr. Build. Mater. 47 (2013) 1026–1036. [2] K.G. Kolovos, P.G. Asteris, S. Tsivilis, Properties of sandcrete mixtures modified with metakaolin, Eur. J. Environ. Civ. Eng. 20 (2016) s18–s37. [3] P.G. Asteris, K.G. Kolovos, A. Athanasopoulou, V. Plevris, G. Konstantakatos, Investigation of the mechanical behaviour of metakaolin-based sandcrete mixtures, Eur. J. Environ. Civ. Eng. (2017), http://dx.doi.org/10.1080/19648189.2016.1277373.
