## 3 Results  
After the tests were carried out, all the results obtained were analyzed. Flexural tensile tests were carried out first, followed by compression tests of half specimens. A total of 33 bar specimens were tested in flexural tensile tests, 66 halves in compression tests, and 66 cube specimens when determining the water-resistance index. All these tests were carried out after 28 days of hardening. Figure 5 shows a photo of the manufacture of samples beams of geopolymer fine-grained concrete in the process of vibration compaction. Table 9 shows the results of the start and end times of the setting of geopolymer composites of all test formulations. For comparison, the values of the control composition were taken without the addition of stone flour (C). Figure 5: The process of vibration compaction of samples of geopolymer fine-grained concrete. According to the results of the studies, it can be seen that the longest IST was observed in the control composition and was 550 min, and the shortest, in the composition of type 5A, with 255 min. In general, type A and B formulations had shorter onset times, compared with the control formulation. It follows from this that the introduction of potassium feldspar and micro calcite promotes an increase in the rate of geopolymer reaction. The effect of the dosage of the added stone flour additives should also be highlighted. From the graphical dependence shown in Figure 6, it can be seen that an increase in the content of additives from 5% to 25% increased the rate of geopolymer reaction and, as a consequence, decreased the value of the time of the beginning and end of the setting. Figures 7 and 8, respectively, show the statistical compressive strength and bending strength values for all seven types of fine-grained geopolymer concrete with various types of stone flour. \begin{table}
\begin{tabular}{c c c} \hline \hline
**Composition Title** & **IST, min** & **FST, min** \\ \hline C & 550 & 690 \\
1A & 380 & 485 \\
2A & 290 & 370 \\
3A & 275 & 325 \\
4A & 270 & 300 \\
5A & 255 & 300 \\
6B & 480 & 595 \\
7B & 440 & 515 \\
8B & 410 & 495 \\
9B & 400 & 475 \\
10B & 390 & 450 \\ \hline \hline \end{tabular}  
IST—initial setting time, FST—final setting time.  
\end{table} 
Table 9: Setting parameters of geopolymer composites with different types of stone flour. Figure 6: Dependence of changes in IST and FST on the content of stone flour: IST—initial setting time, FST—final setting time, C—control composition (without stone flour content), 1A–5A—marking of formulations with the addition of stone flour in the form of micro calcite, 6B–10B—marking of formulations with the addition of stone flour in the form of potassium feldspar. As shown in Figure 7, the maximum compressive strength of 52.2 MPa was observed for the geopolymer composite of the 8B type. The lowest compressive strength value of 34.1 MPa was recorded for the samples of geopolymer concrete of the control composition. Analyzing compositions of type 1A, 2A, and 3A, a tendency of increasing compressive strength was clearly visible. Therefore, the introduction of micro calcite additive in an amount of 5% of the binder mass led to an increase in compressive strength up to 36.8 MPa, and with the introduction of the same additive in an amount of 10% and 15%, a more intense increase in strength was observed; however, the difference between these compositions was insignificant--for a composition of type 2A, the value strength was 45 MPa, and for a composition of the type, 46.6 MPa. However, with the addition of micro calcite in the amount of 20% and 25%, instead of metkaolin, a drop in compressive strength was observed, so for the composition of type 4A, the value of the compressive strength was 42.7 MPa, and for the composition of type 5A, 36.7 MPa. A decrease can explain this result in the aluminosilicate component in the geopolymer composite. Figure 8: Bending tensile strength of fine-grained geopolymer concrete. Figure 7: Compressive strength of fine-grained geopolymer concrete.