Available Lands & Suitability Anaylsis
The following is an excerpt from ANTHC "Kotlik Santitation Facilities Feasibility Study Dec. 2003:
Geologic Setting
Kotlik lies at the northern edge of the Yukon-Kuskokwim delta and floodplain system, roughly 5 miles from the Bering Sea. The delta system forms a wide plain of moderate relief between 10 and 15 feet above sea level in southwestern Alaska. Low relief hills, remnants of dissected natural levees and sand dunes, are dispersed among flat-lying floodplain terraces and partially filled old river meanders. The region is primarily underlain by Pleistocene to recent fluvial deposits of dark gray silt and sandy silt, which are locally highly organic near the surface and typically become sandier with depth. These deposits appear to thicken westwards; however, the thickness is not well defined. Although the deposits are thought to be primarily fluvial in origin, they may include marine members. The region is relatively flat, poorly drained, and almost completely covered by tundra and numerous small lakes.
Kotlik is located in a subarctic zone near the boundary between continuous and discontinuous permafrost. Permafrost is defined as that part of the earth’s surface where a temperature below 32ºF has existed for two or more years. Permafrost in the Yukon Kuskokwim delta system is naturally relatively warm and will begin to degrade if the thermal regime is adversely impacted by modifications to the ground surface. The thickness of the active layer (the near-surface ground that undergoes an annual freeze-thaw cycle) is largely dependent upon soil type, ground cover, and snow depth. Frost penetration beneath areas kept clear of snow may exceed 10 feet. On the other hand, frost penetration in areas covered by organic material or snow is typically 3 to 5 feet or less.
The site lies within seismic zone 1 as previously defined by the Uniform Building Code. Alaska has adopted the International Building Code (IBC), which has approved a more modern process of defining an area’s susceptibility to seismic damage. The IBC uses a system of ground motion and spectral response acceleration to indicate susceptibility to seismic damage. The ratings for Kotlik are shown in Table 3-5. Only few documented earthquakes of magnitude 6.0 or greater on the Richter Scale have been recorded in western Alaska, of which the 1958 Huslia earthquake (magnitude 7.3) is the largest. This shock reportedly produced extensive failures in surficial unconsolidated deposits. The second largest (magnitude 6.9) occurred in the Chukchi Sea in 1928. The nearest magnitude 6 or greater earthquake occurred more than 130 miles northeast of Kotlik in the southern Seward Peninsula. In general, the seismicity in western Alaska in the magnitude 2.0 to 5.0 range appears to be widespread and confined to relatively shallow crustal depths. The Yukon-Kuskokwim delta appears to be the least seismically active in western Alaska.
Table 3 5. IBC Seismic Designation Table.
Ground Motion Spectral Response Accel. % of Critical Damping Point Value*
Min. Considered for Alaska 0.2 sec. 5 25
Max. Considered for Alaska 1.0 sec. 5 8
IBC Seismic Sensitivity Rating taken from maps prepared for USGS/BSSC Project 97 by United States
Geologic Survey, Building Seismic Safety Council and Federal Emergency Management Agency
*Point value of spectral response acceleration expressed as a percent of gravity.
During conversations with the Village Council, it was explained that the land between the Kotlik River and the new runway has been getting dryer every year. The placement of fill to construct the runway, reaching almost to the river on the west, is cutting off the normal south to north drainage. It may be beneficial to the community to investigate this effect in relationship to potential development of the land between the runway and the river.
3.11 Subsurface Conditions
Soils
Soil conditions at Kotlik can be summarized as follows:
• Kotlik area soils are poor.
• Soils contain high amounts of water.
• Soils are soft silts and clays.
• The top 3 feet of soil is rich in peat.
• Soft soils continue to about 20 ft.
• Harder soils are found at about 40 ft.
• Soils present problems to construction.
• Thawed soils are too weak to support equipment.
• Drainage will flow into excavations, dewatering will be required.
• Work needing excavation is done in the winter.
Soils information obtained in geotechnical investigations conducted for design of the new school, recent sewer extensions and the new airport runway, indicate consistent and uniform soils conditions throughout the village area. Based on the consistency and uniformity of geotechnical conditions as reported, it is considered reasonably safe to extrapolate the reported conditions (for purposes of planning only) for sewer extensions to the islands. Copies of the essential elements of these reports are contained in Appendices C, D, E, F and G, and are summarized in Table 3-6. Locations of test holes are shown on Figure 3-10.
Figure 3 10. Geotechnical Study Test Hole Locations.
Table 3 6. General Summary of Soil Logs Data.
Shannon & Wilson H Gray & Assoc. RZA-Agra
(Investigation for
school, 1999) Blows (Investigation for
sewer const. 1980) (Investigation for runway, Feb, 1994))
(TH's 99-1 through 99-4) per ft. (TH's 1- 10) (TH's SB-1 to 31)
0 -3' Organic silts with traces of sand Organic silts with traces of sand
3 - 5.5' Peat rich Silt w/traces of sand Silt w/traces of sand
5.5 – 15’ Silts w/traces of sand & peat 2 - 5 Silt w/traces of sand Traces of permafrost in some holes
15 - 19' Traces of permafrost in some holes
19 - 20' Consistently stiffer zone
19 - 42' Soft to med. stiff
Below 43' 23 - 34
Blows per foot reported are based on SPT. The conditions encountered during our subsurface explorations for the Kotlik Replacement School are believed to be typical of the village (Shannon and Wilson). Borings were taken in the area occupied by the new school. The new school is located due south of the existing combined school, approximately 500 ft south of the south river bank. In general, the subsurface conditions were relatively uniform at depth with some variation in near-surface conditions. The soils generally consisted of slightly plastic silts with varying amounts of fine sand and clay, interbedded and with occasional layers of slightly plastic, silty clay. From the surface to a depth ranging approximately 3 to 6 feet, numerous peaty and peaty-rich layers were observed interbedded with the fine-grained mineral soils, and occasional thin peaty seams were observed to depths of about 20 feet. Based on penetration resistance, the soils were generally soft to medium stiff (penetration resistance values generally < 10 blows/foot) to about 40 feet with a stiffer or denser zone around 20 feet. This stiffer or denser zone appears to be correlated with a darker, lower-clay-content silt and an increase in fine sand content.
Below a depth of about 40 feet, penetration resistance values increased significantly to about 20 to 30 blows/ft. This increase in penetration resistance correlated with very stiff, darker-colored silt with a lower clay content. See Appendix C for a copy of the geotechnical report for the 2001 Kotlik Replacement School which contains soils boring logs and boring locations map.
Ground conditions on the East Island are similar to conditions in the main village: dry along the river, becoming wetter and swampy farther inland.
Groundwater
Groundwater conditions at Kotlik can be summarized as follows:
• Groundwater depth fluctuates with seasons
• Highest in summer and after heavy rain
• Lowest in spring before breakup
• Observed depth, May 1999 was 17 foot
• Summer excavations fill quickly
• 8 foot excavation in 2002 filled in a few hours
In early May, 1999, ground water depths were around 17 feet. This is considered to be near the normal seasonal low level. Based on field observations, it is safe to conclude that the maximum height of ground water is near or even slightly above ground surface in many areas during peak periods.
It is anticipated that the groundwater table will fluctuate seasonally with the stages of the Yukon River. Highest groundwater levels should be anticipated after spring breakup and following periods of extensive rainfall in the drainage basin headwaters. Groundwater levels typically drop throughout the fall and winter months and reach their lowest levels just before spring breakup. At the school site, groundwater was observed at a depth of about 17 feet. We anticipate that the ground water level at the time the boring was drilled (May) was at or near the seasonal low level.
The village as a whole evidences wet surface conditions. Excavations will fill with water relatively quickly. During the summer of 2002, groundwater was measured to fill an 8 foot deep excavation in just a few hours.
Soil pore water salinity ranged from 2 to 6.5 ppt (parts per thousand). By comparison, the salinity of seawater is around 35 ppt. Salinity in the groundwater will depress its freezing point. The depression of the freezing point of the pore water by such a dilute salinity is insignificant. It will be approximately 0.00011ºF from 32ºF to 31.99ºF. The term pore water describes water in the unsaturated zone above the water table. The unsaturated zone contains water (pore water) and air (pore air) in the pores between the soil particles.
Permafrost
Ground temperatures measured in a 60 ft. boring in May of 1999 ranged from 30.6ºF to 32.3ºF. The temperatures indicated that the upper 30 feet of the soil column was below 32ºF. However, the soils only appeared frozen and bonded to a depth of about 9 feet. Ice lenses up to 3/8 inch thick and constituting an estimated 5 to 15 percent of the soil volume were observed in a zone from approximately 5.5 to 9 feet.
By definition, soils that remain below 32ºF throughout the year are permafrost. It is possible that permafrost extends to a depth of approximately 30 feet. The freezing point of the soil pore water below a depth of approximately 10 feet may be depressed by the elevated salinity. In addition, clay size soil particle effects may further depress the freezing point so that the soils have a high unfrozen water content and appear poorly bonded. Soils within the active layer are typically bonded when frozen.
Before final design of utilities extensions to the islands, specific localized geotechnical investigations should be undertaken throughout the project area. It is considered essential that soils be sampled and tested below river bottom at the locations finally selected for under-river utilities crossings. Test borings should be advanced, and samples obtained to depths of not less than 5 feet below the lowest planned elevation of pipes crossing under the rivers.
Based on available existing data, it is considered reasonable for planning purposes to assume that any buildings constructed as part of the utilities extensions be either 1) buildings supported on wood cribbing on a compacted gravel fill, or 2) founded on piles extending to a depth of approximately 43 feet, and that measures be taken to avoid potential pile jacking due to frost. The existing soil conditions would not support piles until a depth of approximately 43 feet. The pile size cannot be determined until the load and configuration is known. Separate field geotechnical investigations and analyses should be undertaken prior to final design to insure that foundation designs are adequate for local conditions.
Also, based on available data, it can be assumed for planning purposes that utilidor design can be similar to existing for all areas of Kotlik.
This plan was spearheaded by Mr. Robert Okitkun, Tribal Planner, with the assistance of Northern Management and a dedicated team utilizing Docmeister as the developmental tool. 
Kotlik has a federally recognized Tribal Council which is the governing body of 634 enrolled tribal members. The majority of the original native inhabitants migrated from Chaneliak to Kotlik. Kotlik is a member of the Calista Corporation (a regional native corporation), the Association of Village Council Presidents (a regional non-profit corporation), the Lower Yukon School District (a regional school district), and the Yukon Delta Fisheries Development Association (a regional Community Development Quota entity). Kotlik is located near the boundary line of Calista/ AVCP and the Bering Strait/ Kawarek regions and is the northernmost community of AVCP. The City of Kotlik incorporated in 1970 as a second class city.
There are no roads connecting Kotlik to other communities, nor are there any gravel roads in the village. Boardwalks are used in the community for pedestrian and small vehicles. Transport of passengers, cargo and mail is by aircraft via the State of Alaska owned airstrip. The State of Alaska, Department of Transportation opened a new 4,422x100 foot runway during the fall of 2000. Bulk fuel and heavy cargo are brought in seasonally by barge. The local residents travel in privately owned boats during the summer and overland during the winter with snowmobile, dogsled or small all terrain vehicles. 
The culture is predominately Yupik Eskimo and the members practice a fishing, trapping and subsistence lifestyle. Subsistence harvests include marine mammal species (beluga whale, seals and occasionally walrus), caribou, moose, migratory and resident birds, and various fin-fish species. Traditional clothing and arts and crafts products are made from subsistence caught species. 
An intense fall flood during the early 50s drew floating chunks of ice and damaged a trading post and some homes at Chaneliak. The damage created enough concern that the Bureau of Indian Affairs built a new school about 5 miles up the Yukon River in a community now known as Kotlik.
The City provides honey bucket haul service to residents not connected to the City water & sewer system. The monthly service fee for the honey bucket haul system is $25.00. The service fees and monthly rates are adopted by ordinance by the Kotlik City Council.
A new City Generation Plant with 4 new generators and electronics to sense electricity need was completed in 2002. With increased need for electricity, larger generators are automatically engaged and with decreased need, the smaller generators are utilized saving in fuel consumption. The plant has an underground fuel supply line from the new consolidated bulk fuel storage tank facility to a 4,000 gallon day tank. 
HUD electrification funds. All entities attempt to cooperate with repair costs. Kotlik Traditional Council was initially assigned responsibility to post snowmobile trail markers up to mid point between Kotlik-Emmonak and Kotlik-Stebbins.
Tribal Council is the governing body that has a staggered elected 5 member council with President, Vice-President, Secretary/ Treasurer and two members. Each member serves a three year term.
.
rements will be addressed by the corporation when the KYC receives final patent to their lands.
The top photo depicts an aircraft departing the landing strip and a Cessna 207 parked in the parking apron. The second photo shows the airport maintenance building where the Department of Transportation owned grader and a small cat are kept within the heated building. The heavy equipment are used to remove snow and maintain the landing strip and apron. AK DOT contracts with local individual to maintain the facility and remove snow.
Kotlik is located centrally, between Norton Sound and fisherman's fishing sites on the Yukon. A commercial herring fishery occurs at Norton Sound and some residents from Kotlik participate in it.
introduce more employment opportunities, especially for college students that seek necessary income to supplement school needs. 