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Properties of Coarse Mineral Aggregates Against Properties of Concrete

Wojciech PIASTA
Wojciech PIASTA
, 
Waldemar BUDZYŃSKI
Waldemar BUDZYŃSKI
 and 
Jacek GÓRA
Jacek GÓRA
   | Apr 04, 2019
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Published Online: Apr 04, 2019
Page range: 97 - 105
Received: Sep 10, 2016
Accepted: Mar 06, 2018
DOI: https://doi.org/10.21307/acee-2018-042
Keywords
© 2018 Wojciech Piasta et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1.

Diffraction pattern of basalt sample
Diffraction pattern of basalt sample

Figure 2.

Diffraction pattern of granite sample
Diffraction pattern of granite sample

Figure 3.

Diffraction pattern of dolomite sample
Diffraction pattern of dolomite sample

Figure 4.

Diffraction pattern of quartzite sandstone sample
Diffraction pattern of quartzite sandstone sample

Figure 5.

Diffraction pattern of gravel sample (granite/limestone/ dolomite)
Diffraction pattern of gravel sample (granite/limestone/ dolomite)

Figure 6.

Relationship between mean values of concrete compressive strength fcm and amount of uncrushed grains in applied aggregates (100 – ACV)
Relationship between mean values of concrete compressive strength fcm and amount of uncrushed grains in applied aggregates (100 – ACV)

Figure 7.

Relationship between compression strength values fcm and elasticity modulus Ecm of concrete
Relationship between compression strength values fcm and elasticity modulus Ecm of concrete

Figure 8.

Regression straight line showing the dependence of compressive strength of concretes on the ACV
Regression straight line showing the dependence of compressive strength of concretes on the ACV

Figure 9.

Regression straight lines for the dependence of elasticity modules on the compressive strength of all concretes tested (R2 = 0.5426) and concretes without taking into account the results of quartzite aggregate concrete (R2 = 0.9196)
Regression straight lines for the dependence of elasticity modules on the compressive strength of all concretes tested (R2 = 0.5426) and concretes without taking into account the results of quartzite aggregate concrete (R2 = 0.9196)

Figure 10.

Relative quantities of uncrushed grains of individual aggregates %(100 – ACV) and relative compressive strength %fcm, tensile strength %fctm, elastic modulus %Ecm vs quantity of uncrushed gravel grains and the properties of gravel concrete, respectively
Relative quantities of uncrushed grains of individual aggregates %(100 – ACV) and relative compressive strength %fcm, tensile strength %fctm, elastic modulus %Ecm vs quantity of uncrushed gravel grains and the properties of gravel concrete, respectively

Figure 11.

Comparing brittleness of tested concretes with values according to PN-EN 1992-1-1:2008 [24] for particular classes of concretes
Comparing brittleness of tested concretes with values according to PN-EN 1992-1-1:2008 [24] for particular classes of concretes

Figure 12.

Relationship effort-strain (σc/fc-εc) of concretes with different aggregates under instantaneous compressive loading
Relationship effort-strain (σc/fc-εc) of concretes with different aggregates under instantaneous compressive loading

Figure 13.

Relationship σc-εc of concretes with different aggregates under instantaneous compressive loading
Relationship σc-εc of concretes with different aggregates under instantaneous compressive loading

Average tensile strength and brittleness of concrete

Properties concretes
B 058 G 058 D 058 K 058 Ż 058
experimental values
splitting tensile strength fctm,sp, MPa 3.25 2.75 3.36 3.24 2.87
axial tensile strength fctm,ax, MPa 2.93 2.48 3.02 2.92 2.58
brittleness fctm,ax/fcm 0.062 0.067 0.067 0.063 0.062
strength class C40/50 C30/37 C40/50 C40/50 C35/45
axial tensile strength depending on the class according to EC2, MPa 3.5 2.9 3.5 3.5 3.2
brittleness fctm,ax/fcm 0.073 0.076 0.073 0.073 0.074

Tests results of the applied coarse aggregates

properties of aggregates type and fraction of aggregate
basalt granite dolomite quartzite gravel
2÷8 mm 8÷16 mm 2÷8 mm 8÷16 mm 2÷8 mm 8÷16 mm 2÷8 mm 8÷16 mm 2÷8 mm 8÷16 mm
1 2 3 4 5 6 7 8 9 10 11
ACV, % 3.9 4.0 14.5 15.3 6.6 7.0 6.5 4.3 6.1 5.9
limit value according to PN-86/B-06712 to 8% (brand 50) to 16% (brand 20) to 8% (brand 50) to 12% (brand 30) to 12% (brand 30)
absorption by weight, % 1.0 0.6 1.1 0.7 0.8 0.7 0.9 0.5 1.1 0.9
limit value according to PN-86/B-06712 to 0.8% to 3.0% to 2.0% to 3.0% to 1.0%
content of irregular grains, % 8.1 7.9 8.5 8.2 9.2 8.5 8.2 5.6 9.8 6.5
limit value according to PN-86/B-06712 to 10% to 25% to 10% to 20% to 20%
content of mineral dust, % 0.5 0.3 0.9 0.3 0.4 0.3 1.9 1.1 0.3 0.2
limit value according to PN-86/B-06712 to 1.0% to 3.0% to 1.5% to 1.5% to 1.5%
bulk density, kg/dm3 3.00 2.64 2.81 2.66 2.66
specific density, kg/dm3 3.06 2.69 2.89 2.71 2.76
total porosity, % 1.96 1.86 2.77 1.85 3.62

Compressive strength, strain properties of concretes

properties concretes
B 058 G 058 D 058 K 058 Ż 058
experimental values
fcm,cyl MPa 47.5 36.9 44.9 46.4 41.8
strength class [20] C40/50 C30/37 C40/50 C40/50 C35/45
εc1m, ‰ 2.22 2.48 2.10 2.65 2.12
νcm 0.20 0.18 0.21 0.17 0.20
Ecm, GPa 34.8 25.0 35.3 28.7 31.0
standard values
εc1,PN, ‰ 2.30 2.20 2.30 2.30 2.25
νcPN 0.20 0.20 0.20 0.20 0.20
EcmPN, GPa 42.0 32.0 35.0 35.0 34.0

Composition of concrete mixtures

concrete components concretes designation (type of coarse aggregate)
B 058 (basalt) G 058 (granite) D 058 (dolomite) K 058 (quartzite) Ż 058 (gravel)
cement, kg/m3 325
sand, kg/m3 676
coarse aggregate, kg/m3 1274 1166 1245 1175 1166
water, kg/m3 189

Properties of solid rocks [1], [2], [9]

properties type of rock
basalt (Gracze) granite (Graniczna) dolomite (Laskowa Góra) quartzite (Wiśniówka) gravel (Suwałki) granite/limestone/ dolomite
compression strength, MPa 142.3 115.4 121.5 221.5 90-240/40-180/60-180
density, kg/dm3 3.11 2.67 2.84 2.68 2.3-2.8/2.6-2.9/2.4-2.8
porosity, % 1.70 1.50 1.36 1.70 ≤1.0/ ≤3.0/ ≤4.0
absorption, % 0.49 0.46 0.35 0.30 0.2-0.5/0.3-1.5/0.3-2.0
cleavage indistinct very good – – –
abrasion according to Böhme, cm 0.21 0.18 0.47 0.13 0.1-0.3/0.2-2.0/0.3-1.4
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