During reclamation projects huge amounts of sands are dredged and placed to create artificial land. Specially below the seawater level, the placed sand has a low in-situ relative density from about 20 to maximal 60% [1] after its placement. To increase the density and therefore to mitigate the potential risk of liquefaction as well as to increasing the stiffness and internal friction, for a high number of projects it is required to compact the reclaimed sand to its design relative density. The performance targets are verified by the means of achieving a particular relative density that are generally measured by a defined Cone Penetration Test, CPT targeting values of cone resistance (Qc), MPa at respective depth zones. For many reclamation projects, due to the non-availability of local quartz or silica sands, crushable, calcareous or carbonate sands are used. In the crushable sands, due to the very high stress concertation below the cone, specially in medium dense to very dense sands where the sand particles cannot easily move sideways, the particles below the cone tend to crush. The correlation between the relative density and cone resistance, which are established for non-crushable silica sands, are thus not applicable anymore as the crushing of particles below the cone is not considered in the available correlations. Hence, usually the crushing effect is quantified in a calibration chamber test and a project specific correction factor is introduced. Alternatively, to this costly and time-consuming procedure, by measuring the shear wave velocity with seismic CPTs (SCPT) the Cycling Stress Ratio for liquefaction analysis and other soil parameters required for the design verification can be determined without being influenced by the crushing of particles. This paper gives an overview of the common practice for work verification in crushable sand and shows, based on examples, alternative approaches to determine the required parameters using seismic CPTs.