Figure 1.
Diffraction pattern of basalt sample
Table 1.
| 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 |
Table 2.
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 | ||||
Figure 2.
Diffraction pattern of granite sample
Figure 3.
Diffraction pattern of dolomite sample
Figure 4.
Diffraction pattern of quartzite sandstone sample
Figure 5.
Diffraction pattern of gravel sample (granite/limestone/ dolomite)
Table 3.
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 | |||||
Table 4.
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 |
Table 5.
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 | |
Figure 6.
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
Figure 8.
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)
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
Figure 11.
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
Figure 13.
Relationship σc-εc of concretes with different aggregates under instantaneous compressive loading