Permafrost thaw and ground settlement considering long-term climate impact in northern Alaska

Alaska’s North Slope is predicted to experience twice the warming expected globally. When summers are longer and winters are shortened, ground surface conditions in the Arctic are expected to change considerably. This is significant for Arctic Alaska, a region that supports surface infrastructure such as energy extraction and transport assets (pipelines), buildings, roadways, and bridges. Climatic change at the ground surface has been shown to impact soil layers beneath through the harmonic fluctuation of the active layer, and warmer air temperature can result in progressive permafrost thaw, leading to a deeper active layer. This study attempts to assess climate change based on the climate model data from the fifth phase of the Coupled Model Intercomparison Project and its impact on a permafrost environment in Northern Alaska. The predicted air temperature data are analyzed to evaluate how the freezing and thawing indices will change due to climate warming. A thermal model was developed that incorporated a ground surface condition defined by either undisturbed intact tundra or a gravel fill surface and applied climate model predicted air temperatures. Results indicate similar fluctuation in active layer thickness and values that fall within the range of minimum and maximum readings for the last quarter-century. It is found that the active layer thickness increases, with the amount depending on climate model predictions and ground surface conditions. These variations in active layer thickness are then analyzed by considering the near-surface frozen soil ice content. Analysis of results indicates that thaw strain is most significant in the near-surface layers, indicating that settlement would be concurrent with annual thaw penetration. Moreover, ice content is a major factor in the settlement prediction. This assessment methodology, after improvement, and the results can help enhance the resilience of the existing and future new infrastructure in a changing Arctic environment.


Introduction
Permafrost is rock, sediment, or other earth material remaining below 0°C for two or more years. At present, it occupies 24% of the land area of the northern hemisphere. Permafrost can be very thick from 500 to 1400 m to very thin at several meters or less [1], and its temperature can vary from lower than − 10°C in the Arctic to within 1 to 2°C of the melting point in the sub-Arctic. Permafrost occupies two main zones: continuous and discontinuous (includes the sporadic zone). In a continuous zone, permafrost occupies an entire area except beneath lakes and rivers, whereas in a discontinuous zone, it occupies between 10 and 90% of the area [2,3]. The top layer above the permafrost, which thaws in the summer and freezes in winter, is termed as the active layer and, on average less than 1 m thick in the Arctic region [1].
The consensus among researchers is that global climate warming will be greatest at high-latitude regions [4][5][6][7][8]. Warming air temperatures, as evident from airport weather station direct temperature measurements gathered over the past 100 years in Alaska's Arctic, show a dramatic increase beginning in the 1980s. The 2018 Arctic Report Card published by National Oceanic and Atmospheric Administration indicated a rise in air temperature throughout the Arctic, where warming is twice as fast as the global average due to Arctic amplification [9]. And the annual average air temperature in the Arctic from October 2017 through September 2018 was the secondhighest on record.
As air temperatures in the Arctic increase over time, ground temperatures rise, resulting in thaw of the permafrost nearest the surface. Changes to the ground surface significantly affect the permafrost thaw. The vegetative cover at the ground surface acts as an insulating blanket and the first line of defense against permafrost thaw. Linell [10] evaluated the relationship between vegetative cover and permafrost degradation in a study based in Fairbanks, AK, that lasted 26 years. The study focused on three ground cover conditions: undisturbed natural area, a section cleared of trees and brush, and a section stripped of all vegetative cover. This study found that only the original densely tree-covered section remained free from permafrost degradation and the other two had an increased permafrost degradation rate, with the one stripped of all vegetative cover displaying a faster rate. Notably, the thaw degradation process is complex that occurs in various stages and depends on both ground surface conditions and the thermal properties of the soil. Within a column of permafrost, the process of thaw degradation acts on the thermal regime of the soil to cause varying effects. The transient layer, located between the active layer and the permafrost table, can degrade during years of unusually large active layer thickening. Thawing continues as the thickening of the active layer adjusts to the new thermal regime. An increase in the active layer thickness (ALT) can lead to the formation of taliks, which are unfrozen soils trapped within permafrost due to the seasonal freezing at the ground surface. The presence of taliks may cause internal degradation of permafrost where water forms caves and groundwater piping networks [11].
Past research [12][13][14][15][16][17][18][19][20] has measured and modeled temperature change in permafrost due to variation in air temperature. There is a consensus that surface permafrost has warmed over the past century and that an increase in air temperature will result in further degradation. If the air temperature continues to warm, however, the active layer will thicken, causing warmer ground temperatures to penetrate to greater depths. The result is widespread thaw settlement and thermokarst development leading to severe maintenance and repair for the built infrastructure [21]. Development in permafrost regions has occurred at a rapid rate [15,22,23]. For example, the extensive energy infrastructure on Alaska's North Slope, including gravel roads, gravel pads, pipeline networks, is built on continuous permafrost and relies on the sound bearing capacity of the permafrost, which is typically ice-rich and thaw-unstable. Meanwhile, global warming will create unprecedented economic opportunities as an ice-free Northwest passage offers new trade routes through the Arctic Ocean, likely by midcentury. The US Federal Government envisions the Arctic as a new frontier that will thrive due to global warming. Extensive new public infrastructure will need to be built to support the envisioned opportunities. How to enhance the resilience of the existing and future new infrastructure in a changing Arctic environment is crucial to the Arctic regions' social and economic development. It is therefore imperative to assess what effects it will have on permafrost and how these effects directly impact infrastructure built on permafrost-laden soils.
This study focuses on a study site underlain by continuous permafrost. It aims to evaluate the changing thermal regime in the soil layers near the ground surface and predict cumulative settlement and determine the change in freezing and thawing indices due to worstcase air temperature predictions. A thermal model is developed to simulate the effects of air temperature predictions on the near-surface ground thermal regime and to determine the worst-case settlement results based on air temperature predictions.

Description of the study site
The study site (N70°16.25′, W 150°06.07′) is on the Central Beaufort Coastal Plain of the Alaska North Slope, as shown in Fig. 1, along with all associated landmarks referenced in this study. Alluvial marine deposits, floodplain deposits, and eolian sand and loess underlay the flat terrain [15,24,25]. This region supports energy development by multiple oil and gas companies. Gravel access roads, gravel pads, and pipeline networks dominate the landscape. These infrastructures are constructed on continuous permafrost extending several hundred meters deep [26].
The Mean Annual Air Temperature (MAAT) provides an indication of climate change. Locally, the air temperature was measured at the Ugnu Kuparuk Airport, the nearest airport equipped with a National Oceanic and Atmospheric Administration [27] linked weather station. The two additional airport weather stations include Deadhorse to the east and closer to the Beaufort Sea coast and Nuiqsut to the west and situated on a floodplain. The study site is located between these other places and approximately the same distance from the sea coast as Deadhorse. Figure 2 illustrates the historical MAAT data

MAAT prediction
The climate models used are a part of the fifth phase of the Coupled Model Intercomparison Project (CMIP5) [28]. The climate models produced a state-of-the-art multimodel dataset designed to advance knowledge of climate variability and climate change. Among the four greenhouse gas concentration trajectories, Representative Concentration Pathway (RCP) 8.5 is the least optimistic scenario and reflects current global practice, high fossil fuel use, low renewables, and fragmented global cooperation. According to the current consensus regarding greenhouse gas emission levels, the RCP 8.5 is considered the most probable scenario [8]. Thus, this study used RCP 8.5 daily surface air temperature (two m above ground) from all available models. In all, 30 CMIP5 climate models were obtained to cover the region near the study site under the RCP 8.5 scenario. The reported surface air temperature was for 2 m above the ground surface. Each model began on 1/1/    Notably, among the 30 models, 28 follow the 365-day calendar, and two use the 360-day calendar. The latter present challenges for model input and, hence, were not used in the subsequent ground thermal analyses. The average of the 28 models predicts a similar trend in air temperature as the average of the 30 climate models, as shown in Fig. 3. The 28-climate model average was slightly warmer in prediction, indicating that the two   climate models removed predict cooler air temperatures. Beyond focusing on the averages of the climate models, all predicted MAAT experience fluctuations in warming and cooling. This is important in the analysis of predicted thaw penetration. A decrease in MAAT indicates a recent cooling trend that affects the air freezing index. The freezing index "controls" the maximum thaw penetration allowing for the natural seasonal fluctuation of the active layer. The MAAT from Fig. 3 was analyzed to determine the upper and lower bounds of air temperature prediction. Figure 4 provides a closer look at the climate models at the upper and lower bounds of prediction. The four climate models were chosen based on their respective intensities. Climate model IPSL-CM5A-MR produced the most extreme warming air temperatures at the site; however, its predicted temperature from 2006 to 2018 is far warmer than the actual temperature readings. On the other hand, BNU-ESM's prediction falls within the historical data scatter and has one of the greatest annual warming rates (i.e., 0.111°C /yr). It reflects the worstcase scenario. A similar visual assessment was made for the lower bound prediction, which was the more conservative outlook. Climate model CMCC-CESM was chosen since its prediction is within the historical scatter with the slowest warming rates, i.e., 0.084°C /yr. The CSIRO-Mk3-6-0 model represents the lowest overall lowest air temperature prediction at the study site, i.e., from − 12.7 in 2006 to − 3.8°C in 2100; however, the initial air temperature predictions fell well out of the actual historical readings. To summarize, the BNU-ESM climate model and the CMCC-CESM climate model were chosen as the upper and lower bound predictions of air temperatures for the study area, respectively.
Based on Figs. 3 and 4, the MAAT was predicted to increase by 9°C under the RCP 8.5 scenario. This increase has significant implications for the state of permafrost. The overall prediction was for warmer winter air temperatures, resulting in longer summers and shorter winters. Although all 30 climate models were analyzed for this climate analysis, further comparisons with air temperature during the thaw penetration analysis utilized the 28-climate model average, or the respective upper or lower bound mean daily temperature (MDT).

Freezing and thawing indices
Air temperature indices, including freezing index (FI) and thawing index (TI), are essential parameters in analyzing the land-climate exchange and for foundation design in permafrost. They are based on air temperatures measured at 1.5 to 2 m above the ground surface. Specifically, the FI (TI) is the number of degree-days below (above) 0°C between the highest and lowest points on the cumulative degree-days time curve for one freezing (thawing) season. The FI determines the thickness of freeze-back of the active layer each year, while the thawing index controls the depth of thaw during the summer months [1]. For this study, these indices were calculated for each calendar year based on the 30 model predictions from 1983 to 2100. For each year, the average air temperature per month was multiplied by the number of days. The summation of negative degree-days provided the FI, while the summation of positive degree-days provided the TI. The variations of the air FI and TI values are depicted in Fig. 5.
On trend, the TI increases, which correlates to a decreasing FI [1]. The trends of both the predicted air indices align well with the historical. The number of days below freezing is thus decreasing, leading to warmer and shorter winters. The decrease in the FI will have a large effect on foundation stability in the Arctic. From 1984 to 2017, the FI range has decreased from 5577 to 3622°Cdays, or by 54%. Predicted air temperature data indicated that the FI will decrease by 209% (5207 to 1683°C-days) and the TI will increase by 145% (697 to 1706°C-days) from 2006 to 2100. These changes are substantial for the Arctic. Historically, the FI has been larger, which allowed a natural control of ALT because the ground remained frozen for longer periods of time during the year. When the FI drops, additional engineering measures are needed to prevent thaw settlement from occurring. Thermosyphons are an engineering measure that stabilizes frozen ground by pulling heat from the ground and dispersing it into the air during winter, when the air temperature is cooler than the ground temperature. Predicted air temperature suggests that this balance will tip in favor of warmer air, resulting in much decreased cooling capacity of thermosyphons. Currently, these devices work well with freezing degree days of 3000 to 4000°C-days. They can be retrofitted to increase capacity to account for a decreasing air FI, but that can only be sustained for so long [29].

Thermal modeling
Finite element thermal modeling was conducted using the commercially-available TEMP/W program [30]. The heat transfer governing equation is as follows.
where T is temperature, k x and k y are thermal conductivity in the x-and y-directions, respectively, A is the cross-sectional area, Q is an applied boundary flux, C is the volumetric heat capacity, L is the latent heat of water, w v is the volumetric water content, w u is the unfrozen water content, and t is time [31]. The model input parameters include thermal conductivity, unfrozen water content, and volumetric heat capacity. In this section, the soil profile and models, boundary conditions at the surface and bottom of the models, and soil thermal properties are described. Notably, the TEMP/W analysis only focused on the thermal regime of the soils and did not account for the resulting thaw settlement experienced from predicted warming air temperature. The models also did not account for snow depth during winter, but instead used a frozen n-factor that included snow cover effects.

Soil profile and model setup
The permafrost extended up to 200 m below ground surface (bgs) at the study site. As the thaw penetration is not expected to exceed 15 m in the next century, this study only considered the top 45-m soil column consisting of nine distinct soil layers as depicted in Fig. 6. The soil profile was determined based on testing of samples from Drill Site 2 M donated to the University of Alaska Anchorage by ConocoPhillips Alaska. Besides, this study also referenced a nearby drill site [32,33]. The surface of the study site was either undisturbed with an intact organic layer or disturbed with the organic layer replaced with gravel fill. These two models are illustrated side-by-side in Fig. 6, and the index properties of various soil layers are listed in Table 1.

Thermal properties
The thermal conductivity model derived by Johansen [34] was chosen to determine values of thermal conductivity for both frozen (k f ) and unfrozen soils (k u ). The calculation of k f utilized the unfrozen water content obtained using the capacitance method [35]. For the ground surface layer (gravel fill or organic material),  published values of thermal conductivity were used. The volumetric heat capacity for frozen, C f , and unfrozen, C t , soil was determined based on the weighted average method [1]. Thermal diffusivity, α, is based on the ratio of thermal conductivity to heat capacity. Table 2 summarizes the thermal properties, and more details of thermal property evaluation can be found in Kannon [36].

The land-climate exchange
The type of ground cover has a significant impact on thaw penetration and acts as the first line of defense against climatic changes [11]. This study does not address ground surface characteristics such as vegetation height, snow depth in winter, or water content variation due to precipitation, all of which heavily affect the flow of heat through the ground surface. Instead, the empirical n-factor is applied to estimate the soil surface temperature. The n-factor is defined as the ratio of the ground FI (or TI) to the air FI (or TI) [1]. The ground cover at the study site was similar to that at the Circumpolar Active Layer Monitoring (CALM) site at Deadhorse, Alaska (N 70°09.677′, W 148°27.918′). Note that the CALM program began in 1991 to observe the response of the active layer and near-surface permafrost to climatic changes over the long-term [37]. Based on the ground and air temperature data at Deadhorse from 2001 to 2018, the average thawing and freezing n-factors were determined to be 1.0 and 0.5, respectively. These factors will be applied to the thermal modeling to establish the land-climate interaction at natural ground surface conditions. The thawing n-factor, 1.0, compares to the findings of Klene et al. [24,25] Cable et al. [38]. The freezing n-factor was not evaluated by these studies but deemed appropriate considering the weather conditions and ground cover present on the North Slope.

Boundary conditions and model scenarios
The mesh applied to the model consisted of 2938 quadrilateral elements of the same size. In Fig. 6, the circular nodes at the top of the model represent the surface boundary condition, which was the air temperature modified by n-factors. The two models had different  freezing and thawing n-factors as shown in Table 3. The air temperature function used was either historical data or predicted mean daily air temperature data as explained previously. The arrows at the bottom represent the heat flux due to the geothermal gradient, i.e., 0.0257 W/m 2 ), based on field measurement [33]. Initial ground temperature conditions were based on a USGS study that took place in 1987 in borehole WSak-14 located 5.95 km northeast of the study site.
The "Initial" model using historical air temperature was a separate TEMP/W solution, using the organic layer and tundra vegetative cover ground conditions at the surface. The subsequent models used this initial analysis beginning at step 6669, which was December 31, 2005, the day before the CMIP5 predicted data began. There was a total of six model scenarios that used the "Initial" TEMP/W model as summarized in Table 3. Since the iterations all drew from the initial model, the mesh properties had to be consistent throughout all models. TEMP/W will not allow a model to draw initial temperature conditions from an analysis that has different mesh properties. For example, because the initial analysis was the block structure shown in Fig. 6a, all subsequent models had the same geometry. For this reason, no additions to the soil column models were made that reflected development at the site (i.e., no gravel pad height above the ground surface, no organic layer between the gravel fill and Layer 1).
The initial model ran from August 26, 1987, to December 31, 2018, for 30 years and a total of 11,010 steps. The start date coincided with the initial temperature conditions established at WSak-14. The prediction models ran for 94 years, for a total of 34,309 steps. All iterations used one-day time steps, and results were saved every step to allow for data extraction on an annual basis.

Thaw strain evaluation models
Volumetric change of a thawing soil results from the phase change of ice to water and the eventual draining of water out of the soil. Nelson et al. [39] compiled thaw strain values derived from frozen soil index properties. The data was derived from 1024 laboratory tests completed on samples obtained from boreholes drilled along the Trans-Alaska Pipeline System. They conducted a regression analysis of the thaw strain versus frozen soil  index properties, including porosity (n), degree of saturation (S r ), and gravimetric water content (w), and produced equations for different soil categories to predict representative thaw strain dependent on soil dry density. However, the application of these equations for the soils in this study yielded values that were not comparable to tested values obtained in this study [36]. For this reason, a simple model was developed to determine thaw strain by frozen dry density. Figures 7 and 8 are plots of results from this study for silt and clay, and sand and silty sand, respectively, and include results from Nelson et al. [39] and EBA [32]. For each plot, a best-fit function was applied to the data. The correlation coefficient was 0.74 For silt and clay and 0.55 for sand and silty sand. In this study, the maximum and minimum settlement predictions were determined based on the upper and lower bound values of strain data obtained from the three data sources. Specifically, the upper (lower) bound strain value corresponded to the highest (lowest) strain value for each layer. However, in the case of ML, the choice was the average of the three largest strain values due to the difference in density for the highest strains. Intuitively, the upper bound values reflect ice-rich conditions, while the lower bound values reflect ice-poor conditions. It is worth noting that post-thaw strain due to overburden is not included in this study. Table 4 is a summary of the percent strain used in the settlement prediction.

Thermal modeling results
The results presented herein illustrate modeled maximum thaw penetration that occurred during the summer months. The date of maximum thaw penetration did not always correspond to the expected date of maximum thaw, such as the end of August to the beginning of September for the referenced CALM sites. The thermal model is first calibrated by comparing the modelpredicted ALT beneath undisturbed tundra using historical air temperature from the Ugnu Kuparuk Airport from 1988 to 2018 with the observed values. Then the calibrated model was used to investigate the thermal status of the two cases, i.e., disturbed tundra and gravel road, during the observation period of 2006-2100.

Comparison of modeled results to regional measurements
The CALM sites located nearest to the study site are (in order of proximity): Betty Pingo Wet, Deadhorse, and West Dock (refer to Fig. 1). These sites have been continuously monitored since 1995. A comparison was made through an analysis of thermal properties and ground surface conditions. Figure 9 is a comparison of  ALT from predicted climate data for undisturbed tundra model Figure 10 is a graph detailing the effects of the three climate model scenarios on the ALT for undisturbed tundra. All predictions began with the initial historical air temperature data indicating that the choices for upper and lower bounds of the climate model predicted air temperatures were appropriate. The fluctuation of the ALT is natural, indicating a response to annual average temperature. For the modeled results, ALT fluctuation was apparent for all climate scenarios for the first half of the observation period. For Scenario 1 (Average), the inclusion of warmer summers and shorter winters from all climate models caused the ALT to fluctuate with increasing amplitude over time. By the end of the twenty-first century, the ALT decreased by 23% from 2080 to 2090 and increased by 93% from 2090 to 2095. This fluctuation indicated that air temperatures may be experiencing substantial minimum and maximum extremes, causing this erratic shift in amplitude. Overall, the ALT increased by 109% (1.00 to 2.09 m). Scenario 1 may be the best estimate of climate predictions for the North Slope since it combines all 28 climate models. The results from Scenario 2 (Upper Bound) demonstrated some fluctuation during the early observation period, but the decline in fluctuation was rapid with the onset of warmer air temperature. Overall, the ALT increased by 496% (1.14 to 6.79 m).
For Scenario 3 (Lower Bound), the ALT did not exceed the organic layer. The ALT was more sensitive to freezing air temperature because this climate scenario was on the lower end of climate model predictions. As a result, the ALT was stable, demonstrating a similar response to air temperature as produced by the historical data. The ALT increased by only 37% (0.99 to 1.36 m). This scenario is the most optimistic for the North Slope, and the modeled results suggest that near-surface permafrost beneath undisturbed ground surfaces will not degrade.

ALT from predicted climate data for gravel surface model
This model follows the development of the study site beginning with the CMIP5 data in 2006. Gravel pads on the North Slope are placed on the ground surface at 1.5 m thickness and allowed to consolidate for 1 year [40]. In the thermal model, the organic layer was completely replaced with the 1.5-m thick gravel layer. It is important to note that the thermal modeling block figures represent a one-dimensional single column of material and do not consider any interaction between the edge of the gravel pad and the tundra. The modeling also does not consider effects due to oil drilling activity. Figure 11 depicts the results of the three climate scenarios on the ALT when a gravel pad is emplaced at the surface; the historical modeled organic layer ALT is provided in the Fill layer as a reference.
All models began with a deeper ALT than those modeled using historical air temperature data, indicating that the gravel fill surface thaws quickly during the summer months and may not be thick enough to prevent permafrost degradation at current conditions. For the discussion in ALT change, the average ALT was considered 1.00 m to coincide with modeled historical organic layer ALT. For Scenario 1 (Average), the ALT fluctuated with average annual air temperature, until 2060 when the ALT began to increase substantially. The ALT increased from 1.00 m to 4.30 m by 2100, or by 330%. For Scenario 2 (Upper Bound), the fluctuation amplitude was the highest, with ALT penetrating into the underlying ML soil. The ALT increased by 980% (1.00 to 10.78 m). For Scenario 3 (Lower Bound), the ALT was relatively stable until 2055, when it began to advance. The ALT increased by 108% (1.00 to 2.08 m).

Settlement prediction
Ground settlement is just one effect of active layer thickening and serves as the example of what may occur due to a warming Arctic. The modeled ALT from Scenario 2 (Upper Bound) climate predictions suggests substantial thawing may occur by the end of the twenty-first century. One way that the ground surface can respond to thawing is thaw settlement. Thawing of the near-surface soil layers and melting of excess ice will result in the release of substantial water, which correlates to strain. Settlement prediction, δ, was determined using Eq. 2: where γ is strain and Δξ is the thaw penetration increment prediction between evaluation years; five-year increments were used, unless otherwise noted. Each change in thaw depth increment was multiplied by the thaw strain of the respective soil layer. The calculation of settlement per layer continued from 2006 to 2100 and a cumulative settlement was determined. The cumulative settlement did not factor in any ALT recovery; instead, a value of 0 m was assigned to that year. Predicted settlement from the initial historical model was not factored into the overall cumulative settlement.
Predicted settlement for the undisturbed tundra model Figure 12 illustrates the predicted settlement of the undisturbed ground surface for each of the modeled climate scenarios. The total settlement differed by climate scenario and followed the intensity of predicted warming. The settlement was predicted under all scenarios but was more pronounced for the average and upper bound climate scenarios ( Fig. 12a and b, respectively). And settlement only occurred in the OL surface layer under Scenarios 1 and 3. Organic soil settlement is mainly due to drainage resulting in densification. Thaw penetration to deeper depths allows for the organic layer to drain more readily.
Erosion due to water runoff typically is not a problem for organic soil, unless coarser soil layers beneath are exposed [41]. Figure 12b indicates this shift in settlement stability at 1.5 m bgs when predicted settlement reaches the ML layer. Also, in Fig. 12b, the predicted settlement levels off in 2080, which coincides with the ALT reaching the first SM layer. In all cases, the range of predicted settlement steadily increases over time.

Predicted settlement for the gravel surface model
Gravel fill substitution represents the construction of roads and gravel pads at the study site. Construction involving gravel fill must occur during the winter to avoid rapid thaw of ground surface conditions. This suggests that gravel fill at the site was placed during a time when the air temperature was below freezing and water in the gravel material was frozen. Placement most likely involved compaction of frozen gravel in which voids were filled with ice and trapped air. Subsequent warming after placement leads to thaw and rearrangement of voids over time. Precipitation and annual freezing and thawing also affect how voids are rearranged. Settlement prediction in the gravel layer may be due to a decrease in the void ratio, leading to densification and reduction in height. Once soil layers below the gravel fill begin to thaw, predicted settlement increases and does not recover.
The results suggest that removal of the organic layer creates a change to the thermal regime of the underlying soil layers. Figure 13a and c correspond to Scenarios 1 and 3, respectively. These results show predicted settlement remaining in the gravel fill layer, but do not reflect the iterative process needed to predict actual settlement. If thawing penetrates to 1 m bgs, settlement will occur concurrently with thaw. In Scenario 1, predicted settlement is expected to be greater than Scenario 3 due to the inclusion of greater air temperature increases from all 28 climate models. Figure 13b corresponds to Scenario 2. The results indicate predicted settlement reaching about 5.1 m under ice-rich conditions. When the active layer thickens to depths below the gravel fill layer, predicted settlement increases sharply when soil is icerich. More ground ice present at the site correlates to higher water content. Figure 13b for the undisturbed tundra scenario also indicates similar depths of settlement. The main difference is that the undisturbed tundra stabilizes while the gravel fill surface shows a progressive advance in the predicted settlement. This, too, does not account for the iterative, cumulative settlement predicted if thaw penetrates 1 m bgs to the permafrost table.

Possible effects on infrastructure
Warming air temperature will affect infrastructure on the ground surface. This is significant for a region that supports surface infrastructure such as energy extraction and transport assets, buildings, roadways, and bridges. For example, pilings initially installed within permafrost may be compromised by permafrost degradation. The effective length of a piling embedded within permafrost will decrease, resulting in more length subjected to frost heave forces and less length affording bearing capacity via adfreeze bonding. The warming of deep and nearground surface permafrost will increase the creep rate of existing pilings and footings [42]. Esch et al. [42] explained that pilings designed for permafrost temperatures of − 4°C would have a 75% loss in load capacity if the temperature at the permafrost table increases to − 1°C. This may be an underestimate as the unfrozen water content is also a factor for warm permafrost temperatures approaching the thawing point. In some areas, the ground surface conditions will change completely, with vegetative cover giving way to thermokarst pits that may fill with water, creating thermokarst lakes.
The thawing of ice-rich permafrost may result in excess pore water. As permafrost is relatively impermeable, excess pore water may collect on top of it, reduce the shear strength of thawed soil, leading to possible ground movement and even slope failures. For regions closer to the Arctic Coastal Plain Foothills, there may be an increase in downslope soil movement resulting in a greater chance for landslides.
Alaska has more than 7022 km of paved roads with approximately 60% located in the discontinuous permafrost zone [43]. The majority of paved roads are not constructed in the continuous permafrost zone, but many large airport runways are (i.e., runways at Kotzebue, Deadhorse, Prudhoe Bay, Utquiavik, Kuparuk). The state-wide warming that occurred in the late 1980s led to major thaw settlement of the Deadhorse runway [43]. Predicted warming of air temperatures will only make the situation worst.
Another area of concern is thermosyphons and how they will maintain frozen ground in a warming climate. The concern is that, with a warming climate, the thermosiphon's cooling capacity is reduced due to a decline in available cold air. The FI is used to determine the proper spacing of evaporators for thermosyphon placement and design. For example, a FI of 4200°C-days allows spacing of between 0.8 to 1.8 m for a 15.8 m 2 condenser thermosyphon. With a decreasing FI, however, the required spacing range decreases, rendering the installed thermosyphons incapable of preserving the foundation [29]. Current systems that are inefficient due to warming air temperatures need to be retrofitted to boost the condenser and evaporator area or be replaced altogether.

Conclusions
In this study, thermal modeling was conducted to assess the effect of warming air temperature on permafrost and associated ground settlement in Northern Alaska during the next century. The climate model data from the CMIP5 project were analyzed to predict how the freezing and thawing indices will change due to climate warming. Thermal models were developed to evaluate the maximum active layer thickness under two ground cover conditions (i.e., undisturbed tundra and a gravel fill surface) and three separate climate scenarios, which were based on multiple climate model predictions. Using the thermal model results and thaw strain models, surface settlement was calculated for each scenario. The following conclusions can be made based on the research results: 1. Based on the average predicted air temperature from the 30 climate models, the freezing index is predicted to decrease by 209% by the end of the twenty-first century, with a corresponding increase of 145% in the thawing index. This suggests that near-surface soils will be frozen for shorter periods of time and that measures to sustain frozen ground conditions year-round will need to be taken. 2. Based on thermal modeling results, the greatest increase in ALT occurred beneath a gravel fill surface under the upper bound climate model prediction, in which the ALT increased by 980% (1.00 to 10.78 m). The smallest increase occurred beneath an undisturbed tundra surface under the lower bound climate model prediction, in which the ALT increased by 37% (0.99 to 1.36 m). These results indicate the importance that ground surface conditions have against the predicted climate scenario intensity. 3. Settlement prediction was more pronounced for the upper bound climate model prediction under an ice-rich soil condition. For the undisturbed and disturbed ground surfaces, the maximum predicted settlements were 3.3 m and 5.1 m, respectively. Substantial predicted warming after 2050 contributed to an increase in the thaw depth and settlement, which may generate excess pore pressures. Results indicated that the ice-rich condition results in the worst-case scenario for settlement. 4. The study results suggest a bleak outlook for surface infrastructure with a warming climate. Increasing ALT will result in ground ice thaw, leading to settlement at the ground surface. This is significant for a region that supports surface infrastructure such as energy extraction and transport assets, buildings, roadways, and bridges. Current engineering practices will have to evolve to address the predicted thaw of permafrost. For example, with the reduction of the freezing index, the ability to cool frozen ground actively will be reduced, requiring additional engineering measures to stabilize foundations in the Arctic.
It is important to point out that the settlement prediction was simplified without considering the consolidation due to overburden, or post-thaw settlement, owing to lack of data. Post-thaw settlement is especially important for deep permafrost thaw. During this study, a few areas were identified for further research: 1) Increasing the amount of monitoring sites across Northern Alaska will provide observations of the effect of climate on permafrost; 2) investigating ground cover conditions by incorporating varying material types to model how the ALT responds over time (i.e., the inclusion of an insulative material like extruded polystyrene or a compressed organic layer); 3) Investigating thaw and postthaw strain testing to establish an ASTM International standard testing procedure; and 4) improve the settlement prediction by considering overburden-induced consolidation and applying an iterative process to calculate cumulative settlement during thaw penetration.