| dc.description.abstract | Construction engineering practices have been a highly sensitive topic regarding the Arctic
infrastructure. The limitations of the permafrost behavior impose an analysis from the
thermal and mechanical point of view. The positive change in temperature is definitely
increasing the active layer thickness, as well as the frost penetration depth during the
seasonal variation of the temperature. During the past recorded years, the global climate
change made the soil and infrastructure built on it more fragile and more susceptible to
the warming of the climate. Considering that the Arctic amplification is a major threat to
the Arctic region, in terms of permafrost degradation the soil will create more
geotechnical problems, that require practical solutions and knowledge in a dynamic
environment.
This study focuses on the extension of knowledge and interconnection between the local
soil classification, thermal regime of the cast-in-place piles, and the adfreeeze shear
strength at the concrete-soil interface. The current area of interest represents the
Longyearbyen settlement, located in the Svalbard archipelago.
In order to determine the frozen soil characteristics, a series of laboratory tests are
carried out at the University Center in Svalbard. By obtaining the soil classification as
silty clay (SC) and silty sand (SM), including the stakeholders’ analysis, the Sjoskrenten
case study is presented as a discerning point for the objectives of the study.
The concrete behavior and soil-concrete bond is evaluated thoroughly for a further
connection between the maturity and adfreeze bond variables. It has been observed that
the lack of high maturity in the post-cast state of the concrete doesn’t inevitably
conclude to a relatively low adfreeze shear strength. Moreover, for the cast-in-place
structures, the bonding response happens to have slightly better results than the
compared specimens.
Furthermore, a recovery bond healing mechanism may be attributed to the roughness of
the pile and water content between the soil-concrete interface.
The limitations of the laboratory analysis and lack of knowledge is assessed,
consequently. Finally, data from the adfreeze design parameters and further
recommendations can be used to improve the local design considerations. | |
