## 4 Summary and Conclusions  
The geotechnical behavior of undisturbed and oven-dried allophanic soils was determined and compared using geotechnical laboratory test. Table 2 summarizes the obtained results for both states, along with the standard used in the testing procedures. The principal conclusions attained in the present work are summarized below:  
* The plastic behavior soil moisture range was considerably reduced by oven-drying. Both undisturbed and oven-dried samples classify as MH using the Unified Soil Classification System, as described in the ASTM D2487 standard. * Specific gravity tests were performed following procedures A and B described in the ASTM D 854 standard, with similar results for both methods. The mean specific gravity of particles determined were 2.44 and 2.49 for undisturbed and oven-dried samples, respectively. However, other authors have reported values close to 2.7 for the same type of soil [6,10,11]. * The maximum dry density obtained with the modified Proctor tests increases noticeably (12%) with oven-drying, and the optimum water content decreases (\(-\)28%)
* The Californian Bearing Ratio (CBR) obtained on undisturbed and oven-dried samples, determined at the penetration of 5.08 mm, is 15.4% and 29.4%, respectively. With these results, the material could be used as a subgrade or subbase, depending on material condition. Thus, commercial laboratories should not dry allophanic soil samples in the oven to measure the CBR due to significant changes in their results. Figure 14: Mohr plane representation of maximum shear stress state for each test specimen and liner Mohr-Coulomb envelopes. * The initial void ratio of undisturbed allophanic soils is considered high in comparison with most sedimentary soils. The mean coefficient of compressibility (m\({}_{\rm v}\)) determined for undisturbed and oven-dried samples in the range between 40 and 200 kPa of vertical effective stress was obtained. In these conditions, the value of the coefficient of compressibility was 6.42\(\cdot 10^{-3}\) and 9.70\(\cdot 10^{-3}\) kPa\({}^{-1}\) for the undisturbed and oven-dried samples, respectively. It was verified that the oedometer test could not determine adequately the value of the coefficient of consolidation (c\({}_{\rm v}\)) in the usual foundations pressure range (40 to 200 kPa). The aforementioned is explained due to the small number of lectures in which the soil reduces the excess pore pressure in the typical vertical effective stress range used in the design of foundations. * The sensitivity obtained was near 4, classified as very sensitive soil as proposed by [PERSON] et al. [33]. * A friction angle of 29\({}^{\circ}\) and 33\({}^{\circ}\) was obtained, while the cohesion was 18.7 kPa and 4.3 kPa, for undisturbed and oven-dried respectively. Minor changes were achieved between the undisturbed and the oven-dried samples considering Mohr-Coulomb failure criterion. Based on the results, it is recommended performing geotechnical characterization of allophanic soils in the same conditions found in-situ and avoid drying samples during the tests when possible. If these cautions cannot be taken, the uncertainties of the change in behavior induced by testing conditions should be considered on subsequent analysis using the obtained parameters. Conceptualization, J.M.M.-C.; formal analysis, P.E.R.-M. and J.M.M.-C.; funding acquisition, J.M.M.-C. and R.W.K. ; investigation, P.E.R.-M. and J.M.M.-C.; methodology, P.E.R.-M., J.M.M.-C. and P.L.-M.; project administration, P.E.R.-M. and J.M.M.-C.; resources, J.M.M.-C., R.W.K. and P.L.-M.; software, P.L.-M. and C.G.-C.; supervision, J.M.M.-C., R.W.K. and P.L.-M.; validation, J.M.M.-C., R.W.K., P.L.-M. and C.G.-C.; visualization, R.W.K., P.L.-M. and C.G.-C.; writing--original draft, P.E.R.-M.; writing--review and editing, J.M.M.-C., R.W.K., P.L.-M. and C.G.-C. All authors have read and agreed to the published version of the manuscript. This research was funded by the Direccion de Investigacion of the Universidad Catolica de la Santisima Concepcion, fund DIN 20/2016.