## 4 Industrial Wastes
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline \multicolumn{3}{c}{**Parameter**} & \multicolumn{6}{c}{**Black Shale**} \\ \hline \multirow{2}{*}{**Name**} & \multirow{2}{*}{**Symbol**} & \multirow{2}{*}{**Unit**} & \multicolumn{2}{c}{**Directly from the Mine**} & \multicolumn{2}{c}{**Fresh from the Dump**} & \multicolumn{2}{c}{**Aged from the Dump**} & \multicolumn{2}{c}{**After Burning (Red Shale)**} \\  & & & & & & & \\ \hline Coefficient of & \multirow{2}{*}{\(C_{LI}\)} & \multirow{2}{*}{-} & \multirow{2}{*}{4–160} & \multirow{2}{*}{22–170} & \multirow{2}{*}{14–2740} & \multirow{2}{*}{25–420} \\ uniformity & & & & & & & \\ Optimum moisture & \multirow{2}{*}{\(w_{opt}\)} & \multirow{2}{*}{\%} & \multirow{2}{*}{7–12} & \multirow{2}{*}{9–16} & \multirow{2}{*}{8–20} & \multirow{2}{*}{8–12} \\ content & & & & & & \\ Maximum dry density & \multirow{2}{*}{\(\rho_{ds}\)} & \multirow{2}{*}{Mg/m\({}^{3}\)} & \multirow{2}{*}{1.7–1.9} & \multirow{2}{*}{1.6–1.9} & \multirow{2}{*}{1.2–2.0} & \multirow{2}{*}{1.6–1.8} \\ Permeability & & & & & & \\ coefficient & \multirow{2}{*}{\(k\)} & \multirow{2}{*}{m/s} & \multirow{2}{*}{\(10^{-4}\)–\(10^{-5}\)} & \multirow{2}{*}{\(10^{-4}\)–\(10^{-6}\)} & \multirow{2}{*}{\(10^{-4}\)–\(10^{-8}\)} & \multirow{2}{*}{\(10^{-5}\)–\(10^{-6}\)} \\ at \(I_{s}=0.95\)\({}^{1}\) & & & & & \\ Internal friction angle & \multirow{2}{*}{\(\varphi\)} & \multirow{2}{*}{38–47} & \multirow{2}{*}{36–42} & \multirow{2}{*}{30–46} & \multirow{2}{*}{26–42} \\ at \(I_{s}=0.95\) & & & & & \\ Cohesion & \multirow{2}{*}{\(c\)} & \multirow{2}{*}{kPa} & \multirow{2}{*}{4–35} & \multirow{2}{*}{21–33} & \multirow{2}{*}{10–50} & \multirow{2}{*}{5–12} \\ at \(I_{s}=0.95\) & & & & & \\ \hline \hline \end{tabular}  
\({}^{1}\)\(I_{S}\)–a compaction coefficient, [-].  
\end{table} 
Table 1: Changes in physical and mechanical parameters of coal shale based on [21; 22; 23]. artificial reef in the Atlantic Ocean off Long Island (1980) [26], and the ski slope 'Alpin Centre' all year in Bottrop, Germany (2001) [27]. It should be realized that such a large variability in the geoengineering parameters characterizing a given waste requires a number of basic tests to be performed before its reuse, which include, among others, determination of the following: composition and grain size parameters, compaction parameters, permeability coefficient, swelling parameters, frost resistance, strength parameters, organic matter content, sand equivalent value of soils and fine aggregate, California Bearing Ratio (CBR), and abrasion resistance. In turn, during the use of geoengineering structures containing shales, it is recommended, especially in the first years, to monitor the quality of water in contact with the waste material. Power plant waste generally does not contain hazardous substances in quantities that could pose a threat to the natural environment [28]. Some of them can be used successfully in geoengineering applications to strengthen, stabilize or modify the soil and in road/railway works [29; 30]. Polish examples of the use of ash-slag mixtures include the construction of municipal roads in Wola Rzedzinska (2016), the provincial road DW 869 Rzeszow-Jesionka (2017/2018), and the Strzyzow bypass along the provincial road no. 988 (2018/2019), as described in [31]. The decks and piers of Tampa Bay's Sunshine Skyway Bridge in the U.S. are another example of the use of fly ash as an additive to concrete [32]. However, there are situations where the insufficiently recognized properties of the waste used on the road base result in serviceability failures of the constructed pavements (Figure 2). Slags are used mainly in road construction, mainly as aggregates for the construction of all layers of road structures, subgrades, slopes, and embankments [33; 34]. Blast furnace slags can be used for soil stabilization if they meet the requirements of the Standard PN-EN 14227-15:2015-12 [35].