Geology Soils Technical Report081508

7/28/2019 Geology Soils Technical Report081508

1/43

GEOLOGY AND SOILS TECHNICAL REPORT

PROPOSED GARDNER INTERMODAL FACILITYJohnson County, Kansas

August 2008


2/43


3/43

Proposed Gardner Intermodal Facility

Geology and Soils ii August 2008Technical Report

List of FiguresFigure 2-1: Vicinity Map of the Proposed Action and Wellsville North AlternativeFigure 2-2: Oil Wells in the Gardner Project AreaFigure 2-3: Soils Series in the Gardner Project AreaFigure 2-4: Oil Wells in the Wellsville North Project AreaFigure 2-5: Soils in the Wellsville North Project AreaFigure 3-1: Soils in the Logistics Park Kansas City Development Area

List of Acronyms and Abbreviations

Acronym or Abbreviat ion Defini tion

ASTM American Society for Testing and MaterialsBMP best management practicesCH fat clays (high plasticity soils)*CL lean clays (low to medium plasticity soils)*

Gardner IMF Gardner Intermodal FacilityI-35 Interstate 35KAR Kansas Administrative Regulation

KDHE Kansas Department of Health and EnvironmentKGS Kansas Geological SurveyNEPA National Environmental Policy Act

NPDES National Pollutant Discharge Elimination SystemP-1 unnamed tributary to Big Bull CreekRTG rubber-tired gantrySC clayey sands*

SWPPP Stormwater Pollution Prevention PlanUSACE U.S. Army Corps of Engineers

USDA-NRCSU.S. Department of Agriculture-Natural Resources

Conservation ServiceUSGS U.S. Geological Survey

* Designations in the Unified Soil Classification System


4/43


5/43


Geology and Soils 2Technical Report

Figure 2-1: Location of the Proposed Action and Wellsville North Alternative


6/43


Geology and Soils 3 August 2008Technical Report

Shallow geologic layers, or strata, occurring in the project area (listed from youngest layer tooldest) include localized unnamed Quaternary alluvial units, the Stranger Formation, StantonLimestone Formation, Vilas Shale Formation, Plattsburg Limestone Formation, Bonner SpringsShale, and Wyandotte Limestone (Kansas Geological Survey [KGS], 2002a). All of the layersbelow the alluvium are of Pennsylvanian age; many are highly weathered. These geologicallayers are summarized in Table 2-1.

The Stranger Formation is composed of Tonganoxie Sandstone and Weston Shale. The toplayer of this formation, the Tonganoxie Sandstone, has been eroded away or was not depositedin some areas and is not known to currently occur in J ohnson County. Areas of Weston Shale ofgreater thickness occur in upland areas with low relief. Most of this shale is weathered to highlyweathered (KGS, 2002a).

The thickness of the Stanton Limestone Formation members vary widely and the total range ofthickness of the members are not represented in all areas. The lithologies present include thin-bedded limestones and shales with lesser amounts of sandstone, siltstone, and conglomerates.

The Stanton Limestone Formation includes South Bend Limestone, the Rock Lake Shale, theStoner Limestone, Eudora Shale, and Captain Creek Limestone (KGS, 2002a).


7/43



Table 2-1: Geological Layers in the Gardner Project Area

Formation1

Members Stratigraphy Thickness

Tonganoxie Sandstone Sandstone 02Stranger

Weston Shale Clayey shale Up to 80 to 100 feetSouth Bend Limestone Very fine-grained limestone 1.5 to 5 feet

Rock Lake Shale Shale and sandstone3

2 to 14 feet

Stoner LimestoneThin- to medium-beddedlimestone with shale

13 to 18 feet

Eudora Shale Shale, various textures 6 to 8 feet

Stanton Limestone

Captain Creek LimestoneFine- to medium-grainedlimestone

4.5 to 10 feet

Calcareous shale 1.5 to 5 feet

Fine-grained sandstone, sandy

limestone

0.5 to 4 feetVilas Shale Vilas Shale

Mudstone and shale 2 to 2.5 feet

Spring Hill LimestoneLimestone, various textures,with shale

8 to 23 feet

Hickory Creek ShaleCalcareous shale, withlimestone

0.5 to 3 feetPlattsburg Limestone

Merriam LimestoneTwo beds of limestoneseparated by shale

1 to 4 feet

Bonner SpringsShale

Bonner Springs ShaleSandy to clayey shale withlimestone in upper layers

15 to 25 feet

Farley Limestone Fine-grained limestone 15 to 35 feet

Island Creek Shale Clayey, silty, to sandy shale 2 to 8 feet

Argentine LimestoneFine- to coarse-grainedlimestone

25 to 45 feet

Quindaro ShaleShale interbedded withlimestone

2 to 5 feet

WyandotteLimestone

Frisbie LimestoneFine-grained limestone withshale

1 to 5 feet

Sources: KGS, 2002a; OConnor, 1972.Notes:1 Listed in descending order, youngest formation and member on top.2The Tonganoxie Sandstone is not known to be currently present in J ohnson County; it was either eroded

away or not deposited in all areas.3Includes some siltstone and conglomerate.


8/43



The Vilas Shale Formation is located below the Stanton Limestone Formation and is about 8 feetthick in southwestern J ohnson County (KGS, 2002a). The Vilas Shale is composed primarily ofshale with lesser amounts of mudstone, sandstone, and limestone.

The Plattsburg Limestone Formation, composed of Spring Hill Limestone, Hickory Creek Shale,and Merriam Limestone, ranges from 7.5 to 29 feet thick. The thickness of the members of thisformation varies widely and the total range of thickness of the members is not represented in allareas. The Plattsburg Limestone Formation consists of alternating layers of thinly beddedlimestone and shale (KGS, 2002a).

The Bonner Springs Shale Formation includes local areas of sandstone and siltstone with minoramounts of limestone, conglomerate, and coal. The typical thickness of this layer ranges from 15to 25 feet; local areas near the project area are as thin as 8 feet (KGS, 2002a).

The Wyandotte Limestone Formation is typically between 45 and 98 feet thick in most of theproject area. Members include the Farley Limestone, the Island Creek Shale, the ArgentineLimestone, the Quindaro Shale, and the Frisbie Limestone. This formation includes relativelythick limestones interbedded with thinner shales. The Argentine Limestone is the most massiveand prominent limestone unit ranging from 25 to 45 feet in thickness in the area (KGS, 2002a).

Generally, the surface rocks in J ohnson County are relatively flat and dip northwestward at anaverage rate of 12 feet per mile. The regional structure is modified across the central part of thecounty by the northeast-trending Gardner anticline, an area of uplift running from near Gardner toShawnee, Kansas, in northeastern J ohnson County. The uplift of the bedrock in this anticline isfrom 20 to 40 feet above the surrounding area. The project area is near the southwest end of theGardner anticline. In the vicinity of the project area, the upper rock layers dip to the west-northwest at 20 to 40 feet per mile (KGS, 2002a).

The following sections discuss the stratigraphy of the project area based on borings taken in theproject area, geological hazards, oil wells, and mineral extraction in the project area.

Boring Results in the Gardner Project Area

To characterize the underlying material in the Gardner project area, a total of 114 borings werecompleted to a variety of depths, ranging from 2.1 to 57.5 feet (Kleinfelder, 2007a). Of the 114borings completed, 56 were completed in the Gardner project site and 58 were completed alongthe planned routes of the proposed south mainline track relocation adjacent to the existing northmainline track, the proposed intermodal lead tracks near the southern and northern ends of theGardner project site, the conservation corridor, and the vicinity of the proposed Mildale Parkretaining wall and proposed bridges over the unnamed tributary to Big Bull Creek. Soil boringswere not completed in the areas of the off-site roadway improvements.

Borings at the Gardner project site indicated a 0.5 to 0.6-foot thick layer of topsoil at the surface(Kleinfelder, 2007a). A layer of clay from 1.5 to 15 feet thick underlies the topsoil. The clay wasdetermined to be highly plastic and easily deformed when wet. The underlying bedrock iscomposed of alternating layers of limestone and shale with the upper layer being limestone in

most areas. The mean average depth to bedrock is 6.8 feet, ranging from 2.5 feet to 15.5 feet.In general, depth to bedrock increases toward the northwest and is shallowest in eastern areasnear Waverly Road. The top layer of the bedrock is weathered to highly weathered; bedrock nearstreams is more highly weathered. Underlying bedrock layers are generally slightly weathered ornot weathered (Kleinfelder, 2007a). Bedrock was not encountered to a depth of 15 feet in fourborings.

Bedrock depths along the proposed south mainline track relocation range from 0.6 to 36 feet, witha mean average depth of 12.5 feet. Bedrock is predominately shale, with some limestone.Bedrock depths in the conservation corridor range from 4 to 12 feet, with a mean average depth


9/43



of 8.6 feet. Of the five sites bored, four sites indicated limestone and one site encountered shale.Bedrock at two of the sites is highly weathered and moderately weathered at the other three sites(Kleinfelder, 2007a).

Borings completed at the location of the proposed retention wall in Mildale Park along theproposed south mainline relocation indicated that the depth to bedrock ranges from 6 to 14.5 feet,with a mean average depth of 8.7 feet. Four of the borings encountered limestone and threeborings encountered shale. The bedrock is highly weathered at four of the sites and moderatelyweathered at three sites (Kleinfelder, 2007a).

Borings completed at the location of the proposed railroad bridge over the unnamed tributary toBig Bull Creek near 191st Street encountered bedrock at depths ranging from 0.7 to 3.6 feet, witha mean average depth of 2.7 feet. All four of the borings encountered limestone (Kleinfelder,2007a). Borings completed at the location of three proposed railroad bridges over the unnamedtributary to Big Bull Creek for the proposed relocation of the south mainline railroad encounteredbedrock at depths ranging from 2 to 11 feet, with a mean average depth of 6.7 feet. Eight of theborings encountered limestone and two encountered shale. The bedrock is highly weathered atsix of the sites and moderately weathered at four sites (Kleinfelder, 2007b). The depth to andtypes of bedrock in the Gardner project area are summarized in Table 2-2.

Table 2-2: Results of Borings in the Gardner Project Area

AreaRange ofBedrockDepth

1

AverageBedrock

Depth

Number ofBorings

Number of Sites and UpperLayer of Bedrock

Encountered

Gardner Project Site 2.5 to 15.5 feet 6.8 feet 5635 limestone, 17 shale, 4 no

bedrock

Proposed South MainlineRelocation

0.6 to 36.0 feet 12.4 feet 266 limestone, 15 shale, 5 no

bedrock

South Intermodal LeadTrack

5.0 feet 5.0 feet 1 1 shale

North Intermodal LeadTrack 2.0 to 5.0 feet 4.4 feet 5 2 limestone, 2 shale, 1 sandstone

Conservation Corridor 4 to 12 feet 8.6 feet 5 4 limestone, 1 shale

Mildale Park Wall 6 to 14.5 feet 8.7 feet 7 4 shale, 3 limestone

191st Street Rail Bridge 0.7 to 3.6 feet 2.7 feet 4 4 limestone

Rail Bridge Mainline 2 to 11 feet 6.7 feet 10 8 limestone, 2 shale

Sources: Kleinfelder, 2007a; Kleinfelder, 2007b.Notes:1 All boring sites indicated a surface layer of topsoil underlain by clay, except the Wide-span Crane 18 and

Storage Track 1 sites. These two sites have clay fill with no topsoil.

Based on the geological map for the area, the soil survey, and the boring results (Kleinfelder,2007a), it appears that only remnants of the Weston Shale remain at the Gardner project site.

The ridges and slopes of the project area (generally areas above 1,000 feet elevation) areunderlain by the Stranger Formation. The base of the Stanton Limestone Formation occurs atabout 1,000 to 1,010 feet elevation at the Gardner project site. Areas below 1,000 feet elevation,where the unnamed tributary to Big Bull Creek has eroded away the Stanton Limestone, aresituated within the Vilas Shale Formation and Plattsburg Limestone Formation. The area of theproposed south mainline relocation west of the Gardner project site is primarily underlain by


10/43



Weston Shale and the Stanton Limestone Formation. However, a small area near 199th Streetand Sunflower Road includes alluvial sediments deposited by Martin Creek, a tributary to Big BullCreek (OConnor, 1972). Near the southwest corner of the project area, in the vicinity of FourCorners Road and 191st Street, the unnamed tributary to Big Bull Creek has cut into the VilasShale (OConnor, 1972). The proposed intermodal lead tracks would cross an area of VilasShale as they cross a stream valley near the west end of the project area. The areas in which theproposed south mainline track and intermodal lead tracks would be constructed are underlain bythe Stranger Formation and the Stanton Limestone Formation. The areas of off-site roadwayimprovements are primarily underlain by Weston Shale and the Stanton Limestone Formation(OConnor, 1972).

Geological HazardsPotential geological hazards in the project area include earthquakes, landslides, and karsttopography. The potential for earthquakes is considered low, with a 0.5 to 1.0 percent probabilityof a magnitude 5.0 or greater earthquake in 25 years. The probability of a magnitude 6.0 orgreater earthquake is estimated at 0.0 to 0.1 percent in 25 years (U.S. Geological Survey[USGS], 2007a). There are no active faults at or near the Gardner project area (OConnor, 1972;USGS, 2006).

The risk of landslides is moderate in most of J ohnson County, but low in the Gardner project area

(KGS, 1999). The project area has minimal relief, with geologic layers of minimal slope, thusminimizing the potential risk of landslides.

Karst topography, or areas of caverns and sinkholes that can develop through the process ofwater and carbon dioxide dissolving limestone, is common in southeast J ohnson County, about12 miles east of the project area (KGS, 2002a). Karst topography often results in areas ofweakness and subsidence of bedrock layers. Limestone layers in southeastern J ohnson Countyare generally 20 feet or thicker and close to the surface and are more susceptible to karstformation. Limestone layers in southwestern J ohnson County are thinner and interspersed withlayers of shale. The thickness of the limestone at the project area is generally less than 10 feet atdepths that would be affected by construction. Four of the borings did not encounter limestone.

The thickness of limestone layers was less than 10 feet at 44 boring sites, and only four sites hadlimestone layers greater than 10 feet (two in the wide-span crane area, one in the parking area,

and one along the proposed storage tracks) (Kleinfelder, 2007a). Limestone layers along theproposed south mainline relocation and along the proposed routes of the intermodal lead tracksare 10 feet thick or less. Karst topography has not been noted in the vicinity of the project areaand is not likely to occur due to the thin layers of limestone.

Oil WellsOil and gas occur naturally in Johnson County. The Gardner project area is located withinportions of the Bear & Bull oil field (Section 34, Township 14 South, Range 22 East), the Paola-Rantoul oil field (Section 33, Township 14 South, Range 22 East), and the Forest City Coal GasArea (KGS, 2006). In the project area, oil and gas occur in various Pennsylvanian groups. Oilwells in the project area generally occur at depths of 920 to 950 feet, with a few wells as shallowas 890 feet and as deep as 1,150 feet (KGS, 2006). The Forest City Coal Gas Area does notcurrently have any gas wells in the Gardner project area (KGS, 2006). In 2006, about 145,000

barrels of oil were produced in J ohnson County from 27 active fields. The Bear & Bull field, with61 productive oil wells in J ohnson County, produced about 10,000 barrels of oil in 2006. ThePaola-Rantoul field, with 3,762 productive oil wells in J ohnson, Miami, and Linn counties,produced about 200,000 barrels of oil in 2006 (KGS, 2006).

There are 18 oil wells (Figure 2-2) and one salt water disposal well located in the Gardner projectarea (KGS, 2006). All of the oil wells and the salt water disposal well located in the project areahave been plugged and abandoned in accordance with Kansas Administrative Regulation (KAR)82-3-113 (2007) for plugging and abandoning wells (BNSF, 2008).


11/43



Figure 2-2: Oil Wells Located in the Gardner Project Area


12/43



Mineral Extraction QuarriesThere are no mineral extraction quarries, active or abandoned, in the Gardner project area (KGS,2003).

2.1.2 Topography

The Gardner project area is composed of two parallel ridges that are divided by a stream valleyrunning from northeast to southwest. The ridge to the north of the stream has been cut by twointermittent streams. The ridge to the south of the stream has been dissected by ephemeralstreams, and there are ten valleys perpendicular to the main stream valley (USGS, 2007).

The Gardner project site is located between the stream valley and the upper slopes of thesouthern ridge. Elevations at the Gardner project site range from 962 feet along the streamvalley west of Four Corners Road and 191st Street to 1,036 feet about midway between191st Street and Waverly Road along the southeastern edge of the site. Maximum relief at theGardner project site is about 74 feet. The stream valley is generally oriented from northeast tosouthwest. Elevations of the stream valley range from about 1,020 feet in the northeast corner ofthe site to about 962 feet near the southwest corner of the site (USGS, 2007). Slopes at theGardner project site are generally to the northwest but are variable along small ephemeral streamvalleys. Slopes range from about 1.5 percent near the northeast corner to about 10 percent

along some of the side slopes to the south of the stream.

The off-site roadway improvements along 191st Street to Gardner Road are situated between anintermittent tributary and small valleys of ephemeral streams. Elevations vary from about 1,030to 1,040 feet, with slopes of 2 to 5 percent.

The proposed south mainline track relocation is located in an area of rolling hills dissected byseveral stream valleys. Elevations along the proposed route vary from about 975 to 1,060 feet.

The elevation of the track increases at an average grade of 0.5 percent, with slopes of up to 15percent extending out from the track. The proposed intermodal lead tracks would be located intopography similar to the south mainline track relocation.

2.1.3 Soils

Soils in the Gardner project area are formed from silt and clay parent materials. The depth of soilis generally 6 feet or more, but soils are shallower in areas of rock outcrops.

The project area is composed of the following eight soil series, as mapped by the U.S.Department of Agriculture-Natural Resources Conservation Service (USDA-NRCS) in the SoilSurvey of Johnson County, Kansas (USDA-NRCS, 2005):

Clareson-rock outcrop complex, 3 to 7 percent slopes Mason silt loam, rarely flooded, 0 to 2 percent slopes Sibleyville loam, 3 to 7 percent slopes Summit silty clay loam, 3 to 7 percent slopes Verdigris silt loam, frequently flooded, 0 to 2 percent slopes

Verdigris silt loam, occasionally flooded, 0 to 2 percent slopes Wagstaff silty clay loam, 3 to 7 percent slopes Woodson silt loam, 1 to 3 percent slopes

Soils considered prime farmland are addressed in the Prime and Other Important FarmlandsTechnical Report (HDR, 2008b). For each soil series, the acreages and approximatepercentages located in the Gardner project area are shown in Table 2-3. The majority of theproject area is comprised of the Woodson, Wagstaff, and Summit soil series.


13/43



Table 2-3: Acreage and Percentage of Soil Series Located in the Gardner Project Area

MapSymbol

Map Unit NameAcres in

RespectiveArea

Percent Acreageof Respective

Area

7603 Sibleyville loam, 3 to 7 percent slopes 5.03 0.78%8301 Verdigris silt loam, frequently flooded 94.12 14.53%

8302 Verdigris silt loam, occasionally flooded 1.59 0.25%

8501 Mason silt loam, rarely flooded 0.33 0.05%

8663 Clareson-rock outcrop complex, 3 to 7 percent slopes 21.26 3.28%

8912 Summit silty clay loam, 3 to 7 percent slopes 118.52 18.30%

8955 Wagstaff silty clay loam, 3 to 7 percent slopes 124.08 19.16%

8962 Woodson silt loam, 1 to 3 percent slopes 277.68 42.88%

9999 Water 4.95 0.76%

Total 647.56 100%

Source: USDA-NRCS, 2005.

The location of each soil series in the project area is depicted in Figure 2-3. The most abundantsoil in the project area is the Woodson silt loam. This soil series is mainly located in the easternhalf of the project area although a smaller amount is also located north of 191st Street. The nextmost abundant soil is the Wagstaff silty clay loam, located in the southern and western portions ofthe project area. Summit silty clay loam is scattered throughout the project area and along theexisting north mainline track west of Waverly Road. Verdigris silt loam frequently flooded islocated along the unnamed tributary to Big Bull Creek that crosses the project area from northeastto southwest. An area of Clareson-rock outcrop complex is located along the path of the existingsouth mainline track in the southwest corner of the project area. A small area of Sibleyville loam is

located in the southwest corner of the project area. About 1.6 acre of Verdigris silt loam,occasionally flooded, is located along the existing north mainline track near Edgerton. About 0.3acre of Mason silt loam is also located in this area. The remainder of the area along the existingnorth mainline track has Summit, Wagstaff, Woodson, and Sibleyville soils. Soils in the area of theoff-site roadway improvements are mainly Summit silty clay loam and Woodson silt loam with smallareas of Wagstaff silty clay loam and Verdigris silt loam frequently flooded.

The relative proportions of sand, silt, and clay particles in the soil are referred to as the textureclass of the soils. The twelve basic texture classes, in order of increasing proportion of fineparticles, are sand, loamy sand, sandy loam, loam, silt loam, silt, sandy clay loam, clay loam, siltyclay loam, sandy clay, silty clay, and clay. Soils in the project area are generally silt loam and siltyclay loam. With the exception of the Sibleyville loam, the soils are predominately fine textured,composed of silt and clay. The average depth to bedrock in the Verdigris, Mason, Summit, andWoodson soils is greater than 60 inches. In the Sibleyville loam, Clareson-rock outcrop, and

Wagstaff silty clay loam, the average depth to bedrock is generally shallow (between 1 and 3 feet).The bedrock is lithic and indurated (hard) in the Clareson and Wagstaff soils, but paralithic (highlyweathered) and weakly cemented in the Sibleyville soil. For each soil series in the project area,the location, parent material, texture, and percentages of sand, silt, and clay are summarized in

Table 2-4.


14/43



Figure 2-3: Soils Series in the Gardner Project Area


15/43



Table 2-4: Location, Parent Material, and Texture of Soils in the Gardner Project Area

Soil SeriesNumberSoil Name

Location Parent Material Texture Class

Texture Percent

1

7603-Sibleyville loamSlopes onuplands

Fine loamyresiduum2 from siltyor sandy shale

Loam, clay loam,channery3 loam,weathered bedrockat 20 to 40 inches

Sand 25 to 60Silt 20 to 50Clay 14 to 35

8301-Verdigris siltloam

4

Floodplainsin valleys

Fine silty alluvium5Silt loam, silty clay loam to60 inches


8302-Mason silt loamStreamterraces invalleys

Fine silty alluviumSilt loam, silty clay loam to60 inches


8663-Clareson-rockoutcrop complex

Slopes onuplands

Clayey residuumfrom limestone

Silty clay loam,unweathered bedrock at

20 to 40 inches

Sand 1 to 10Silt 40 to 70

Clay 27 to 50

8912-Summit siltyclay loam

Slopes onuplands

Silty and clayeyresiduum from acidshale

Silty clay, clay, clay loamto 60 inches


8955-Wagstaff siltyclay loam

Slopes onuplands

Silty and clayeyresiduum fromlimestone and shale

Silty clay loam, silt loam,slightly weathered bedrockat 20 to 40 inches


8962-Woodson siltloam

Slopes andsummits onuplands

Silty and clayeyalluvium

Silt loam, silty clay loam to60 inches


Source: USDA-NRCS, 2005.

Notes:1Percentage ranges for sand, silt, and clay for all layers of soil.

2 Residuum refers to material formed in place by weathering of bedrock.3 Channery is soil material that has, by volume, 15 to 35 percent thin, flat fragments of sandstone, shale, slate,

limestone, or schist as much as 6 inches along the longest axis.4

Verdigris silt loam frequently flooded and occasionally flooded.5 Alluvium is stream-deposited material.

The clays in the Summit, Wagstaff, and Woodson soils, that constitute the majority of the projectarea, have a high amount of smectitic clay (USDA-NRCS, 2005). Smectitic clays are fine grainedand have a high cation exchange capacity, which is the ability for soil particles to attract positivelycharged molecules, such as metals. Smectitic clays bind heavy metals and pesticides present inthe soil through adsorption slowing their movement (Schlegel et al., 1999; Singh et al., 2001). Soilorganic matter further enhances the adsorption of heavy metals, pesticides, and organic

compounds (Murray et al., 2004). A local example of smectitic clays binding heavy metals andpesticides in the vicinity of the Hillsdale reservoir, about 5 miles to the south of the project area, isprovided in Evaluation of Atrazine Binding to Surface Soils (Lesan and Bhandari, 2000). TheSibleyville, Mason, Clareson, Wagstaff, and Woodson soils have a thick layer (from 7 to 20 inches)rich in organic material (USDA-NRCS, 2005). The low permeability of the clay also slows themovement of metals, organic compounds, and pesticides through the soil.

The soils in the project area are moderately well drained with the exception of the Woodson siltloam, which is somewhat poorly drained, and small areas of Mason and Clareson soils, which are


16/43



well drained. In well-drained soils, water is removed from the soil readily but not rapidly, andinternal free water occurrence commonly is deep or very deep. In moderately well-drained soils,water is removed from the soil somewhat slowly during some periods of the year, and internal freewater occurrence commonly is moderately deep and transitory to permanent. These soils are wetfor only a short time within the rooting depth during the growing season. Moderately well-drainedsoils commonly have a moderately low or low saturated hydraulic conductivity- the amount of waterthat moves vertically through saturated soil- in a layer within the upper 39 inches of the profile andperiodically receive high rainfall, or both. In somewhat poorly drained soils, water is removedslowly so that the soil is wet at a shallow depth for significant periods during the growing season.

The occurrence of internal free water commonly is shallow to moderately deep and transitory topermanent. Somewhat poorly drained soils commonly have one or more of the followingcharacteristics: low or very low saturated hydraulic conductivity, a high water table, additional waterfrom seepage, or nearly continuous rainfall. An example of a somewhat poorly drained soil is theWoodson silt loam, which typically has a seasonal high water table at a depth of 12 to 17 inchesfrom J anuary to May (USDA-NRCS, 2005).

Saturated hydraulic conductivity is expressed in inches per hour of water movement. Saturatedhydraulic conductivity is largely based on the size distribution and arrangement of pores. Large,continuous pores have a lower resistance to flow (and, thus, a higher conductivity) than small ordiscontinuous pores. USDA-NRCS classifies soils into one of four hydrologic groups based on

saturated hydraulic conductivity and the amount of free water in the soil. Hydrologic group A has ahigh infiltration rate and low runoff, group B has a moderate infiltration rate and low to mediumrunoff, group C has a slow infiltration rate and moderately high runoff, and group D has a very slowinfiltration rate and high runoff (USDA-NRCS, 2005). The depth of the saturated zone in soilsvaries throughout the year based on soil drainage, saturated hydraulic conductivity, andprecipitation. The saturated zone remains deeper than 6 feet throughout the year in all but theSummit and Woodson soils. The Mason and Verdigris soils are also subject to flooding. Thedrainage, saturated hydraulic conductivity, hydrologic group, highest seasonal saturation, andflooding frequency for the soils in the project area are summarized in Table 2-5.

There is a limited extent of hydric soils in the project area. Hydric soils are those that formed underconditions of saturation, flooding, or ponding long enough during the growing season to developanaerobic conditions (in the absence of molecular oxygen) in the upper part, including those soils

that developed under sufficiently wet conditions to support the growth and regeneration ofhydrophytic vegetation (plant life growing in soil that is periodically deficient in oxygen due toexcessive water content). Hydric soils and hydrophytic vegetation are two of the three criteria forthe occurrence of wetlands. Hydric soils in the project area are confined to the Osage soils, whichare a minor component (comprising about 5 percent) of the Verdigris and Mason soils (USDA-NRCS, 2007).

Generally, the soils in the project area are located on slopes of 0 to 7 percent. In limited areasnear and in stream valleys, slopes range up to 10 percent. This range of slopes, combined withthe aforementioned hydrologic properties of the soils, results in runoff values for these soilsranging from low to very high. Runoff is that portion of precipitation or irrigation that is dischargedfrom the area, down slopes or through channels such as streams, instead of being infiltrated.Based on the runoff rates and other physical properties of the soils, the potential for erosion by

water is generally moderate to high. The Summit silty clay loam is moderately erodible by wind; allother soils in the project area are very slightly to slightly erodible by wind. The slope, runoffamounts, and potential for erosion by water and wind for the soils in the project area aresummarized in Table 2-6.


17/43



Table 2-5: Hydrological Properties of Soils in the Gardner Project Area

Soil SeriesNumber Soil

NameDrainage

SaturatedHydraulic

Conductivity

HydrologicGroup

HighestSeasonalSaturation

FloodingFrequency

7603-Sibleyvilleloam Moderatelywell drained Moderately high(0.60 inch/hour) B Greater than6 feet None

8301-Verdigris siltloam, frequentlyflooded

Moderatelywell drained

Moderately high(0.60 inch/hour)

BGreater than6 feet

Very brief,frequent1

8302-Verdigris siltloam, occasionallyflooded



BGreater than6 feet

Very brief,occasional1

8501-Mason siltloam

Well drainedModerately low(0.20 inch/hour)

BGreater than6 feet

Rare1



CGreater than6 feet

None

8912-Summit siltyclay loam


Low (less than0.06 inch/hour)

C21 to 26 inches,February toApril

None8955-Wagstaff siltyclay loam


CGreater than6 feet

None8962-Woodson siltloam

Somewhatpoorly drained


D12 to 17 inches,J anuary to May

NoneSource: USDA-NRCS, 2005.Notes:1 Subject to flooding year round.

Table 2-6: Slope, Runoff, and Erosion of Soils in the Gardner Project Area

Soil Series NumberSoil Name

Slope Runoff Water Erosion Wind Erosion

7603-Sibleyville loam 3 to 7 percent Medium Low to moderate Very slight

8301-Verdigris silt loam,frequently flooded

0 to 2 percent Low Moderate Very slight8302-Verdigris silt loam,occasionally flooded

0 to 2 percent Low Moderate Very slight8501-Mason silt loam 0 to 2 percent Medium Moderate Slight

8663-Clareson-rock outcrop

complex

3 to 15 percent Very high Moderate Not erodible

8912-Summit silty clay loam 3 to 7 percent Very high Moderate Moderate8955-Wagstaff silty clay loam 3 to 7 percent High Moderate Very slight8962-Woodson silt loam 1 to 3 percent Medium Moderate to high Very slightSource: USDA-NRCS, 2005.


18/43



The physical and hydrological properties of the soils in the project area affect the ease with whichstructures and roads are constructed. Based on the properties of the soils, as discussed in thepreceding paragraphs, USDA-NRCS has estimated construction limits for the affected soils. Soilsare classified by USDA-NRCS in accordance with the Unified Soil Classification System. Thissystem classifies soils according to particle-size distribution of the fraction less than 3 inches indiameter and according to plasticity index, liquid limit, and organic matter content (USDA-NRCS,2005). A somewhat limited rating for construction indicates that the soil has features that aremoderately favorable for the specified use. The limitations can be overcome or minimized byspecial planning, design, or installation. Fair performance and moderate maintenance can beexpected. A very limited rating for construction indicates that the soil has one or more featuresthat are unfavorable for the specified use. The limitations generally cannot be overcome withoutmajor soil reclamation, special design, or expensive installation procedures. Poor performanceand high maintenance can be expected. All of the soils in the project area, with the exception ofthe Sibleyville soil, are very limited for construction.

One of the important factors for suitability for construction is the shrink-swell potential of a soil.The shrink-swell potential of a soil is the relative change in volume resulting from changes in soilwater content (from dry to wet conditions). The extent of shrinking and swelling is influenced bythe amount and type of clay in the soil and is determined by the linear extensibility of the soil thechange in length of an unconfined clod as moisture content is decreased from a moist to a dry

state; it is an expression of the volume change between the water content of the clod. The shrink-swell potential is low if the soil has a linear extensibility of less than 3 percent, moderate if 3 to6 percent, high if 6 to 9 percent, and very high if more than 9 percent. If the linear extensibility ismore than 3 percent, shrinking and swelling can cause damage to buildings, roads, and otherstructures. Special design of structures and roads commonly is needed. The soils that developedfrom silty and clayey residuum derived from shale (Clareson-rock outcrop complex, Summit,Wagstaff, and Woodson) have a high shrink-swell potential.

Soil horizons with low bulk densities (values of less than 1.4 grams per cubic centimeter for siltloam and silty clay loam) have low strength and are subject to collapse if wetted to field capacity orabove. The field capacity is defined as the moisture content of a soil after the gravitational, or free,water has drained away (typically, the moisture content 2 or 3 days after a soaking rain). Lowstrength soils may require special designs for certain foundations. Construction ratings for the

soils in the project area are summarized in Table 2-7.

Nearly all of the soils in the project area are rated as very limited for construction by USDA-NRCS.Primary concerns are high to very high shrink-swell potential and low soil strength in the majority ofthe soil and the shallow depth to bedrock in much of the soil. A shallow seasonal water table,leading to soil wetness, is also a concern in much of the soil. An on-site soil investigation alsodetermined that the soils are poor for construction due to high clay content, high plasticity, andhigh shrink-swell potential (Kleinfelder, 2007a).


19/43



Table 2-7: Construction Ratings of Soils in the Gardner Project Area


UnifiedSoil

Class1

ConstructionLimit

2

Factors3

7603-Sibleyville loam CL, SC Somewhatlimited Moderate shrink-swell, slope, frost action


CL Very limitedFlooding, moderate shrink-swell, lowstrength

8302-Verdigris silt loam,occasionally flooded

CL Very limitedFlooding, moderate shrink-swell, lowstrength

8501-Mason silt loam CL Very limitedFlooding, moderate shrink-swell, lowstrength


CL, CH Very limitedSlope, high shrink-swell, low strength,shallow bedrock (lithic, indurated at 20 to 40inches)

8912-Summit silty clayloam

CH, CL Very limited Very high shrink-swell, high saturation zone

8955-Wagstaff silty clayloam

CH, CL Very limitedSlope, very high shrink-swell, shallowbedrock (lithic, indurated at 20 to 40 inches)

8962-Woodson silt loam CL, CH Very limitedVery high shrink-swell, high saturation zone,low strength, too clayey

Source: USDA-NRCS, 2005.Notes:1

Unified Soil Classification System: SC =clayey sands, CL =lean clays (low to medium plasticity), CH =fatclays (high plasticity).

2 Construction limits based on soil type and properties, as estimated by USDA-NRCS.3 Factors of each soil type that affect the suitability for construction.

2.2 Wellsvil le North

The geology, topography, and soils at the Wellsville North Alternative are discussed in the followingsections. No soil borings were performed in the Wellsville North project area.

2.2.1 Geology

The Wellsville North Alternative lies within the Osage Cuesta division of the Osage Plains in theCentral Lowlands section of the Interior Plains province. The formation of cuestas is discussed inSection 2.1.1. Much of the surface of southwest Johnson County, northwest Miami County, andnortheast Franklin County is composed of cuestas, but there are also areas of rolling hills andintermittent and perennial stream valleys.

Geologic layers, or strata, occurring in the Wellsville North project area (listed from youngest tooldest) include the Stranger Formation, Stanton Limestone Formation, and Vilas Shale Formation

(OConnor, 1972; KGS, 2002a; KGS, 2002b; KGS, 2002c). All of these layers are highlyweathered. Most of the Wellsville North project area is underlain by the Stranger Formation.Near the northeast corner of the project site, the Stranger Formation has been eroded away byan unnamed intermittent tributary of Martin Creek and its ephemeral tributaries flowing throughthe study area. The streams are cutting into components of the Stanton Limestone Formation.

The area in which the proposed south intermodal lead track would be constructed is underlain bythe Stranger Formation and younger alluvial sediments where the track crosses a stream valley(KGS, 2002b; KGS, 2002c). The north intermodal lead tracks would be constructed in an areaunderlain by Stanton Limestone. These geological layers are summarized in Table 2-8.


20/43



The Stranger Formation in the Wellsville North project area is composed of the Weston Shale,ranging from 30 to 60 feet thick. Areas of Weston Shale of greater thickness occur in uplandareas with low relief. Most of this shale is weathered to highly weathered (KGS, 2002a; KGS,2002b).

The overall thickness of the Stanton Limestone Formation ranges from 35 to 40 feet in theWellsville North project area. The lithologies present include thin-bedded limestones and shaleswith lesser amounts of sandstone, siltstone, and conglomerates. The Stanton LimestoneFormation includes the following members: South Bend Limestone, Rock Lake Shale, the StonerLimestone, Eudora Shale, and Captain Creek Limestone (KGS, 2002a; KGS, 2002b).

The Vilas Shale Formation is located below the Stanton Limestone Formation and is about 8 feetthick in southwestern J ohnson County (KGS, 2002a). The Vilas Shale is about 5 feet thick innorthwest Miami County (KGS, 2002b); the thickness in Franklin County varies from 1 to 23 feet(KGS, 2002c). Within the Vilas Shale, beds of siltstone and sandstone are mixed with shale.

The Weston Shale and Stanton Limestone dip northwestward at an average rate of about 20 feetper mile in the Wellsville North project area (KGS, 2002a; KGS, 2002b; KGS, 2002c).

Table 2-8: Geological Layers in the Wellsvi lle North Project Area

Formation1

Members Stratigraphy Thickness

Stranger Weston Shale Clayey shale 30 to 60 feet

South Bend Limestone Very fine-grained limestone 1.5 to 5 feet

Rock Lake Shale Shale and sandstone2

2 to 10 feet

Stoner LimestoneThin- to medium-beddedlimestone with shale

13 to 18 feet

Eudora Shale Shale, various textures 6 to 8 feet

Stanton Limestone

Captain Creek Limestone Fine- to medium-grainedlimestone

4.5 to 10 feet

Vilas Shale Vilas ShaleCalcareous shale, fine-grainedsandstone, sandy limestone,mudstone and shale

5 to 10 feet

Sources: OConnor, 1972; KGS, 2002a; KGS, 2002b; KGS, 2002c.Notes:1

Listed from youngest layer to oldest. Stratigraphy is for the vicinity of the Wellsville North project areaand does not reflect all layers in J ohnson, Miami, and Franklin counties. Stratigraphy only includesupper layers.

2Includes some siltstone and conglomerate.

Geological HazardsPotential geological hazards in the Wellsville North project area include earthquakes, landslides,and karst topography. The potential for earthquakes is considered low as was discussed for theGardner project area in Section 2.1.1.

The risk of landslides is low in the Wellsville North project area (KGS, 1999). The project areahas minimal relief, with geologic layers of minimal slope, thus, minimizing the potential risk oflandslides.


21/43



Karst topography is not common in the Wellsville North project area (KGS, 2002a; KGS, 2002b).Karst topography has not been noted in the vicinity of Wellsville and is not likely to occur due tothe thin layers of limestone.

Oil WellsThe Wellsville North project area is located near two active oil and gas fields: the Paola-Rantouland the Thorn fields (KGS, undated-c). The Paola-Rantoul field was discussed previously inSection 2.1.1. The Thorn field, with six wells in Miami County in 1990, produced about 220barrels in 1990, but does not currently produce any oil (KGS, undated-b). In the Wellsville area,oil and gas occur in various Pennsylvanian groups at a depth of 475 to 920 feet (KGS, undated-a;KGS, undated-b); these groups are not shown in Table 2-8 based on their excessive depth belowthe noted layers in the project area.

There are six oil wells in the Wellsville North project area (Figure 2-4; KGS, undated-a). Fourwells are in the Thorn field, one in the Paola-Rantoul field, and the field is unknown for theremaining well (KGS, undated-a). There are no records of recent production for the wells. Oneof the wells was plugged and abandoned; the status of the other wells is unknown (KGS,undated-a; KGS, undated-b; KGS, undated-c).


22/43



Figure 2-4: Oil Wells in the Wellsville North Project Area


23/43



Mineral Extraction QuarriesThere are no mineral extraction quarries, active or abandoned, at or near the Wellsville Northproject area (KGS, 2003).

2.2.2 Topography

The Wellsville North project area is composed of an upland area dissected by two stream valleys.A tributary to Rock Creek running from north to south near the western edge of the project sitehas created a valley in the western one-third of the site. A tributary to Martin Creek runningthrough the northern part of the site has carved a valley in the northern half. Elevations at theWellsville North project area range from 1,000 feet along the stream valley near the northeastcorner of the site to 1,045 feet near the center of the site. Maximum relief is about 45 feet. Thestream valley of the tributary of Rock Creek near the western edge of the site is generallyoriented from north to south, with slopes from less than 0.5 percent to 30 percent. The streamvalley of the tributary of Martin Creek near the northeast corner of the site curves from asoutheastward orientation to a northeastward orientation, with slopes from less than 1 percent to15 percent (USGS, 2007).

The off-site roadway improvements along Evening Star Road, 207th Street, and Sunflower Roadto the I-35/Sunflower Road interchange are situated in uplands and small valleys of intermittent

streams. Elevations vary from about 1,000 to 1,040 feet, with slopes of 1 to 15 percent. Thearea of the interchange is gently sloped with elevations generally between 1,020 and 1,030 feet.

The south intermodal lead track would cross the valley of Rock Creek. Elevations along the leadtrack route vary from about 1,000 to 1,050 feet. Slopes vary from about 1 to 4 percent. The northintermodal lead tracks would nearly parallel a tributary to Martin Creek. Elevations vary from lessthan 1 percent to about 10 percent (USGS, 2007).

2.2.3 Soils

The Wellsville North project area is composed of the following soil series, as mapped by USDA-NRCS in the Soil Surveys of J ohnson, Miami, and Franklin counties, Kansas (USDA-NRCS,2005; USDA-NRCS, 2008a; USDA-NRCS, 2008b):

Kenoma silt loam, 1 to 3 percent slopes Leanna silt loam, occasionally flooded Summit silty clay loam, 3 to 7 percent slopes Verdigris silt loam, frequently flooded, 0 to 2 percent slopes Verdigris silt loam, occasionally flooded, 0 to 2 percent slopes Wagstaff silty clay loam, 3 to 7 percent slopes Woodson silt loam, 1 to 3 percent slopes

Soils considered prime farmland are addressed in the Prime and Other Important FarmlandsTechnical Report (HDR, 2008b). For each soil series, the acreages located in the WellsvilleNorth project area (IMF site, roadway improvements, and intermodal lead tracks) are shown in

Table 2-9. The approximate percentage of each soil series in the respective area is provided.


24/43



Table 2-9: Acreage and Percentage of Soil Series Located in the Wellsv ille NorthProject Area

Map

Symbol


Respective

Area

PercentAcreage of

RespectiveArea

8160 Leanna silt loam, occasionally flooded 0.28 0.06%

8301 Verdigris silt loam, frequently flooded 31.23 6.39%

8302 Verdigris silt loam, occasionally flooded 1.79 0.37%

8775 Kenoma silt loam, 1 to 3 percent slopes 1.70 0.35%


8955 Wagstaff silty clay loam, 3 to 7 percent slopes 10.47 2.14%


Total 489.03 100.00%Source: USDA-NRCS, 2005;USDA-NRCS, 2008a; and USDA-NRCS, 2008b

The location of each soil series at the Wellsville North project area is depicted in Figure 2-5. Themajority of the Wellsville North project area is composed of the Woodson soil series. This soilseries covers the majority of the project area. Verdigris silt loam frequently flooded soil is locatedalong the stream channel of the tributary of Martin Creek in the northeast corner of the projectarea and along the proposed road improvements and intermodal lead tracks. Small areas ofWagstaff silty clay loam, Summit silty clay loam, Verdigris silt loam (occasionally flooded),Kenoma silt loam, and Leanna silt loam make up the remainder of the soils at the Wellsville NorthAlternative.

Soils at the Wellsville North project area are generally silt loam and silty clay loam. These soilsare predominately fine textured, composed of silt and clay. With the exception of Wagstaff siltyclay loam, the average depth to bedrock in these soils is greater than 60 inches. In the Wagstaffsilty clay loam, the average depth to bedrock is 20 to 40 inches. The bedrock is lithic andindurated in the Wagstaff soils. The location, parent material, and texture class are summarizedin Table 2-10.

Woodson (the dominant soil type in the project area), Kenoma, Summit, and Wagstaff soils havea high amount of smectitic clay (USDA-NRCS, 2005;USDA-NRCS, 2008a; NRCS, 2008b). Asdiscussed in Section 2.1.3, smectitic clays are fine grained and have a high cation exchangecapacity, therefore, having the capacity of binding heavy metals and pesticides present in the soilthrough adsorption, slowing their movement. Additionally, the low permeability of clays alsoslows the movement of these particles through the soil. On the other hand, soil organic matterfurther enhances the adsorption of heavy metals, pesticides, and organic compounds. TheLeanna, Kenoma, Wagstaff, and Woodson soils have a layer 7- to 20-inch-thick and rich inorganic material (USDA-NRCS, 2005;USDA-NRCS, 2008a; USDA-NRCS, 2008b).

The soils at the Wellsville North project area are somewhat poorly to moderately well drained withthe exception of the Wagstaff silty clay loam, which is well drained. The Leanna, Kenoma,Summit, and Woodson soils, covering more than 90 percent of the site, have a seasonal highwater table from winter to spring (USDA-NRCS, 2005; USDA-NRCS, 2008a; USDA-NRCS,2008b).


25/43


26/43



Figure 2-5: Soils in the Wellsvi lle North Project Area


27/43



Table 2-10: Location, Parent Material, and Texture of Soils in the Wellsvi lle North Project Area


Location Parent Material Texture ClassTexture percent

1

8160-Leanna silt loam Floodplains Silty and clayeyalluvium Silt loam, silty clay to 78inches

Sand 9

Silt 70Clay 21




Sand 9Silt 70Clay 21

8302-Verdigris silt loam,occasionally flooded




8775-Kenoma silt loam Hill slopesSilty and clayeysediment

Silt loam, silty clay to 60inches


8912-Summit silty clay

loam

Slopes on

uplands

Silty and clayeyresiduum from acid

shale

Silty clay, clay, clay loam to

60 inches

Sand 10Silt 60

Clay 30

8955-Wagstaff silty clayloam

Slopes onuplands

Silty and clayeyresiduum fromlimestone and shale

Silty clay loam, silt loam,slightly weathered bedrockat 20 to 40 inches


8962-Woodson silt loamSlopes andsummits onuplands

Silty and clayeyalluvium

Silt loam, silty clay loam to60 inches


Source: USDA-NRCS, 2005;USDA-NRCS, 2008a; USDA-NRCS, 2008b.Notes:1 Percentage ranges for sand, silt, and clay for all layers of soil.

The physical and hydrological properties of the soils at the Wellsville North project area affect the

ease with which structures and roads are constructed. Based on the properties of the soils, asdiscussed in the preceding paragraphs, USDA-NRCS has estimated construction limits for theaffected soils. All of the soils in the Wellsville North project area are very limited for construction(USDA-NRCS, 2005;USDA-NRCS, 2008a; USDA-NRCS, 2008b).

The soils in the Wellsville North project area have a moderate to very high shrink-swell potential(see Section 2.1.3 for a discussion of shrink-swell potential). Soil volume changes from 3 togreater than 9 percent are anticipated in these soils with varying moisture conditions. Specialdesign of structures and roads commonly would be needed to prevent damage to buildings,roads, and other structures.

In addition, the majority of the soil in the project area has low strength and some of the soils havea shallow depth to bedrock. Low strength soils are subject to collapse and may require special

designs for certain foundations. A shallow seasonal water table, leading to soil wetness, is also aconcern in much of the soil. Construction ratings for the soils in the Wellsville North project areaare summarized in Table 2-13.


28/43



Table 2-11: Hydrological Properties of Soils in the Wellsville North Project Area


NameDrainage

SaturatedHydraulic

Conductivity

HydrologicGroup

HighestSeasonalSaturation

Depth1

FloodingFrequency

8160-Leanna siltloam



D 12 to 17 inches,December to May

Brief,occasional1




BGreater than6 feet

Very brief,frequent2




BGreater than6 feet

Very brief,occasional

2

8775-Kenoma siltloam



D12 to 17 inches,November toApril

None

8912-Summit silty

clay loam

Moderately

well drained

Low (less than

0.06 inch/hour)C

21 to 26 inches,

February to AprilNone



CGreater than6 feet

None8962-Woodson siltloam



D12 to 17 inches,J anuary to May

NoneSource: USDA-NRCS, 2005;USDA-NRCS, 2008a; USDA-NRCS, 2008b.Notes:1

Depth to the upper limit of the saturated zone by month. Unless indicated, the depth is greater than 6 feet.2

Subject to flooding year round.

Table 2-12: Slope, Runoff, and Erosion of Soils in the Wellsvil le North Project Area


Slope Runoff Water Erosion Wind Erosion

8160-Leanna silt loam 0 to 2 percent High High Very slight


0 to 2 percent Low Moderate Very slight8302-Verdigris silt loam,occasionally flooded

0 to 2 percent Low Moderate Very slight8775-Kenoma silt loam 1 to 3 percent High Moderate Very slight

8912-Summit silty clay

loam

3 to 7 percent Very high Moderate Moderate8955-Wagstaff silty clayloam

3 to 7 percent High Moderate Very slight8962-Woodson silt loam 1 to 3 percent Medium Moderate to high Very slightSource: USDA-NRCS, 2005;USDA-NRCS, 2008a; USDA-NRCS, 2008b.


29/43



Table 2-13: Construction Ratings o f Soils in the Wellsville North Project Area


Name

UnifiedSoil

Class1

ConstructionLimit

2

Factors3

8160-Leanna silt

loam CL, CH Very limited

High shrink-swell, flooding, depth to saturation

zone, slope, low strength


CL Very limited Flooding, moderate shrink-swell, low strength


CL Very limited Flooding, moderate shrink-swell, low strength

8775-Kenoma siltloam

CL, CH Very limitedDepth to saturation zone, high shrink-swell, lowstrength

8912-Summit siltyclay loam CH, CL Very limited Very high shrink-swell, depth to saturation zone


CH, CL Very limitedSlope, very high shrink-swell, shallow bedrock(lithic, indurated at 20 to 40 inches)

8962-Woodson siltloam

CL, CH Very limitedVery high shrink-swell, high saturation zone, lowstrength, too clayey

Source: USDA-NRCS, 2005; USDA-NRCS, 2008a; USDA-NRCS, 2008b.Notes:1 Unified Soil Classification System, CL =lean clays (low to medium plasticity), CH =fat clays (high plasticity).2

Construction limits based on soil type and properties, as estimated by USDA-NRCS.3

Factors of each soil type that affect the suitability for construction.

3.0 ENVIRONMENTAL CONSEQUENCES

Direct effects to geology, topography, and soils were determined by evaluating the anticipated effectsbased on construction and opening year (2010) operation of the Proposed Action and Wellsville NorthAlternative. To evaluate potential direct effects, Geographic Information System (GIS) technology wasused to overlay the Proposed Action and Wellsville North Alternative on existing geology, topography,and soils resources. Indirect effects were evaluated for each project area by considering the following:future operations of the IMF (through 2030) and development anticipated to be induced by the IMF.

3.1 Direct Effects - Gardner

3.1.1 Geology

The Gardner project area would be graded to support the development of facilities. About 417acres would be graded for the proposed Gardner IMF and an additional 75 acres would begraded for a proposed conservation area, where approximately 9,100 feet of an existing streamwould be relocated. Approximately 152 acres would be impacted by off-site roadwayimprovements, intermodal lead tracks, and relocation of the existing south mainline.

In the northern parts of the proposed Gardner IMF, the area supporting the development of wide-span cranes would be graded to construct a nearly flat surface, with a slope of about 0.3 percent.


30/43



This would result in removal of soil layers and excavation of underlying bedrock. The bedrock inthis area consists of weathered limestone and highly weathered shale. Excavation of thisbedrock would likely be accomplished with standard construction equipment, such as excavators,rippers, terrain levelers, chisels, and backhoes. Areas currently lower in elevation would be filledwith soil and rock material. The anticipated change in elevation and the existing depth to bedrockare summarized in Table 3-1.

Deeper excavations, potentially up to 23 feet in depth based on preliminary design, would berequired in southern parts of the Gardner project area. Excavation in upper layers of moderatelyto highly weathered bedrock would be accomplished with standard excavation equipment, butheavy-duty equipment, such as pneumatic breakers, could be necessary for deeper excavationwhere the bedrock is intact.

Table 3-1: Excavation and Depth to Bedrock in the Gardner Project Site

AreaExistingElevation

(feet)

DesignElevation

(feet)

Change(feet)

Depth toBedrock

(feet)1

BedrockExcavation

(feet)2

Bedrock Type

Northwestcrane

998 996 -2 3.5 to 10 NoneWeatheredlimestone

Southwestcrane

1,013 999 -14 2 to 10 4 to 12Weatheredlimestone and highlyweathered shale

Northmidpointcrane

998 1,009 +11 4.4 NoneWeatheredlimestone

Northeastcrane

1,018 1,022 +4 9.5 to 10.5 NoneHighly weatheredshale

Southeastcrane

1,015 1,023 +8 9.5 to 10.9 None Highly weatheredshale and weatheredlimestone

Southmidpointcrane

1,034 1,011 -23 4.5 18.5Weatheredlimestone

Southwestparking

1,017 1,012 -5 6.5 to 10 NoneWeatheredlimestone

Southeastparking

1,026 1,030 +4 5 to 7 NoneHighly weatheredshale and weatheredlimestone

Source: Kleinfelder, 2007a; HDR, April 2007.Notes:1 Depth to bedrock is based on a limited number of soil borings conducted in on-site areas.2 Based on determination from a limited number of soil borings and grading plan elevations. The need for

excavation could vary in some areas.

About 924,000 cubic yards of rock material would be excavated from the project site (647,000cubic yards of limestone and 277,000 cubic yards of shale). The excavated limestone would becrushed on site and be used as base rock (deep fill) and riprap. The shale would be broken up


31/43



and used for site fill (HDR, 2008d). Softer, highly weathered shale could be moisture-conditionedand used as fill similar to fat clay. The usefulness of such fill would be limited since the soils atthe site are primarily composed of fat clay and are highly expansive (see Sections 2.1.1 and2.1.3). Harder, less weathered shale and limestone could be used as fill material in lower parts ofdeep fill areas where pavement or landscaping would be constructed, but is not recommended forareas where buildings would be constructed or for areas of fill on slopes (Kleinfelder, 2007a).

The use of less weathered shale and limestone for fill would require adequate compaction andmixing with finer material to fill potential void spaces. Unweathered limestone would be crushedinto aggregate material. If the aggregate met specifications, it could be used for sub-basematerial for asphaltic concrete pavement (Kleinfelder, 2007a).

Some structures, such as buildings, railroad bridges, wide-span crane rails, and light poles, couldrequire the use of geopiers or spread footings drilled into bedrock. Structural analysis for thesefootings has not yet been completed, but it is anticipated that borings to construct the geopiers orfootings could be up to 5 feet in diameter and 20 feet deep (Kleinfelder, 2007a).

About 361,000 cubic yards of rock material would be excavated from the proposed conservationcorridor (253,000 cubic yards of limestone and 108,000 cubic yards of shale). About 27,000cubic yards of limestone would be crushed on site and used for base rock, riprap, and gabions.

The remaining 334,000 cubic yards of material would be stockpiled and distributed on adjacent

sites for use in future development (HDR, 2008d).

Limited areas of excavation would be needed for the south mainline track relocation, especially inthe vicinity of Mildale Park, and the intermodal lead tracks. Based on borings and preliminaryevaluation of the bedrock completed near the proposed bridge near 191st Street and FourCorners Road, the proposed bridge could be supported on shafts drilled into the limestone(Kleinfelder, 2007a). Three proposed railroad bridges for the south mainline track relocationwould also be supported on shafts drilled into the limestone (Kleinfelder, 2007a).

As discussed in Section 2.1.1, the risk of seismic events, landslides, and karst topography in theproject area is low. The characteristic earthquakes that occasionally occur are minor, causingonly slight damage. The proposed Gardner IMF would not be significantly impacted byearthquakes. There are no known faults in the project area, and construction of the proposed

facilities would not increase the probability or consequences of an earthquake. There is nosignificant risk of soil liquefaction or mass movement (soil slumping) at the site (Kleinfelder,2007a).

There could be a slightly increased risk of slope failure induced by pavement constructed nearthe periphery of the project site at the interface of limestone and shale due to stormwaterpotentially accumulating in limestone above the shale. If this is determined to be an issue,drainage would be constructed to prevent the build-up of water (Kleinfelder, 2007a).

As site preparation is conducted, areas should be tested for voids due to karst topography, areasof caverns and sinkholes. As discussed in Section 2.1.1, the thickness of most limestone layers inthe project area is less than 10 feet, and it is unlikely that substantial karst has formed. If voids inbedrock are encountered, they should be filled with crushed aggregate or stabilized soil material

as part of the grading and site preparation process. Karst areas are not likely to form afterconstruction either due to the thin layers of limestone present.

As discussed in Section 2.1.1, there are 18 oil wells and one salt water disposal well in theGardner project area. The location of on-site closed wells would be marked during construction.If wells are disturbed, they would be re-closed and abandoned following appropriate procedures.

The Proposed Action would have minimal direct effects on the geology of the Gardner projectarea through rock excavation during construction.


32/43



3.1.2 Topography

The local topography would be modified by the construction of the proposed Gardner IMF.Slopes would be cut, and the Gardner project site would be nearly leveled. Cuts would range upto about 23 feet and fill up to about 11 feet. The main intermittent stream valley and numerousephemeral valleys would be leveled. Drainage would be modified to flow into a series of inletsdischarging to sedimentation ponds located in the conservation corridor. About 8,200 feet of theexisting stream would be relocated to the north. The potential impacts on water quality anddrainage are discussed in the Water Quality Technical Report (HDR, 2008e) and the FloodplainsTechnical Report (HDR, 2008f), respectively. Effects to topography are considered minor.

The project area would be reviewed prior to construction to determine whether any U.S.Department of Commerce, National Geodetic survey monuments would be disturbed. If anysurvey monuments were to be disturbed, 90-day notification would be given to the Department ofCommerce.

3.1.3 Soils

As discussed in Section 3.1.1, construction activities including grading that would occur with theProposed Action would directly affect soils in the Gardner project area. An engineering geology

report, a soil engineering report, and a grading plan would be included as part of the J ohnsonCounty grading permit application.

About 492 acres would be graded for the construction of the proposed Gardner IMF and theconservation easement containing the relocated unnamed tributary to Big Bull Creek. Anadditional 152 acres would be impacted by the proposed off-site road improvements andrelocation of the south mainline track. During the grading and site preparation process, the soilwould be vulnerable to accelerated erosion due to lack of vegetation cover. The hazard oferosion by water is moderate to high in 98 percent of the soil area to be disturbed and low tomoderate in 2 percent of the area to be disturbed. Accelerated erosion (i.e., above the rate thatoccurs in undisturbed areas of soil with native vegetation cover) would be minimized to the extentpractical by employing measures to control water runoff. The Water Quality Technical Report(HDR, 2008e) provides additional evaluation of runoff and other water quality issues. Because

the Proposed Action would impact more than 1 acre of land, a NPDES Stormwater Runoff fromConstruction Activities General Permit would apply. As part of the NPDES permit, stabilization orstructural measures would be employed during construction and after construction to limitdischarge of sediment and erosion to pre-construction levels. The permit would be terminatedwhen the disturbed site has achieved final stabilization (i.e., revegetating areas other thanstructures, such as buildings, roads, and parking lots, to at least 70 percent of the naturalvegetation of that area or using other stabilization devices such as rip rap, gravel, or gabions).

An impervious layer would be constructed over the entire project site. Runoff from the project sitewould be directed to the conservation corridor, flow through the relocated unnamed tributary toBig Bull Creek, and infiltrate into groundwater. Final site stabilization would provide erosioncontrols equivalent to pre-existing conditions at the site in accordance with the NPDESconstruction permit and the grading plan submitted as part of the grading permit from J ohnson

County. Measures to control water erosion would include vegetative controls (primarily in theconservation corridor area), such as reestablishing and maintaining as much vegetation aspossible, and structural controls, such as sediment traps and basins and ground cover, riprap,gravel, or gabions. Energy dissipation systems could be used in outfall areas to reduce runoffvelocity and potential erosion of the stream channel. No substantial impacts are anticipated. Inaddition, best management practices (BMPs) regarding erosion control measures would be usedduring construction. Potential impacts on water quality from construction are further discussed inthe Water Quality Technical Report (HDR, 2008e).


33/43



The hazard of wind erosion is moderate in about 14 percent of the impacted area and very slightto slight in the remaining area. Accelerated erosion would be would be minimized to the extentpractical by employing measures to control runoff exposure to the wind. Measures to controlwind erosion and fugitive dust would be implemented during construction and could include dailywatering or chemical stabilization of exposed surfaces, maintaining existing vegetation as muchas possible and revegetating sites as soon as possible, limiting vehicle speeds or gravellingtemporary roads, or using wind breaks, temporary compaction, or synthetic or natural covering,such as netting or mulching. Based on wind erosion controls being implemented, especially invulnerable areas, effects are anticipated to be minor.

As discussed in Section 2.1.3, soils in the project area, especially in the Gardner project site, arerated as very limited for construction by USDA-NRCS and in accordance with the Unified SoilClassification System (Table 2-7). The poor suitability of the soils for construction is based on avery high shrink-swell potential in most of the area that would be affected and a moderate shrink-swell potential in the remaining soils of the project area. These soils deform when wet and whenbearing weight. Other limitations for construction include a shallow seasonal water table (1 to2 feet in spring) in much of the project area and bedrock at a shallow depth (2.5 to 3 feet in someareas, with an average depth of 6.7 feet for the project site).

To improve the suitability for construction, soil would be modified with crushed aggregate

(obtained on site from areas of rock-cutting) and fly ash to the extent needed to support theoperation of construction equipment. Soil would then be further stabilized with fly ash(Kleinfelder, 2007a) to strengthen the soil, reduce shrink-swell, and optimize the moisture contentof the soil. In Kansas, if fly ash is used for soil stabilization, it would meet the physicalrequirements of the American Society for Testing and Materials (ASTM) Standard D5239 and thechemical requirements of ASTM Standard C618. On-site clays could be stabilized to create lowvolume change material to support building foundations (Kleinfelder, 2007a).

In areas of deeper soil or highly weathered bedrock, geopiers would be used to support theweight of the wide-span cranes. Geopiers are constructed by drilling shafts in the soil andramming layers of aggregate into the shaft. This allows soil to bear heavier loads and a strongerfoundation for a structure.

During operation of the proposed Gardner IMF, soils at the IMF could be subject to potentialcontamination; however this would be unlikely for the following reasons. An impervious layer anddrainage system would prevent spills and leaks of oil, diesel fuel, and lubricants from rubber-tiredgantry (RTG) cranes and hostlers operating at the site from reaching the ground. Wide-spancranes would operate cleanly, with little risk of spills or leaks due to electric motors and only aminimal amount of lubricant required. Refueling and maintenance of RTG cranes and hostlerswould be performed over a paved area draining into an oil/water separator.

Potential spills of hazardous materials at the IMF would drain into the drainage system andsedimentation basins (HDR, 2008e). Based on the historical record for the existing ArgentineIMF, a spill is not likely to occur. Leaking containers would be taken to a safe haven. The safehaven would be self-contained and not drain to the oil/water separator, stormwater drainage, orthe sanitary sewer system. Additionally, any spill or leak of hazardous material being transported

along the intermodal lead tracks would likely remain in upper layers of the soil and relativelyimmobile due to the high smectitic clay content in most of the soils (see Section 2.1.3). Any soilcontamination would be cleaned up in accordance state regulations. The risk of soilcontamination from IMF is considered to be very low due to the containerized materials handledand facility-containment features. As a result, negligible effects to soils are anticipated from theProposed Action.


34/43



3.2 Indirect Effects Gardner

Induced development includes a proposed logistics park, Logistics Park Kansas City, adjacent to BNSFsplanned IMF at Gardner. The logistics park would be developed by The Allen Group Kansas City (TAG-KC) and consist of 400,000 to 600,000 square feet of speculative freight distribution and warehousespace available for lease around the same time that BNSFs IMF opens. TAG-KC has projected that itmight construct additional warehouse capacity (up to 2.86 million square feet) sometime during 2010 and2015 depending on demand in the South J ohnson County market (William Crandall Verified Statement,Crandall VS, 2008).

The 2030 land use inputs to the Olathe Traffic Model (OTM) show approximately 17.8 million square feetof new industrial development (which includes warehousing), in addition to the proposed Logistics ParkKansas City, in the forecasting focus area. The local planners indicated that this development wasforecasted regardless of the Proposed Action. It is not possible to quantify a specific amount ofaccelerated development due to the Proposed Action. However, it can be assumed that some portion ofthe forecasted development would be accelerated due to the Proposed Action based on the land useinputs to the OTM. To the extent that the timing of this development is influenced by the ProposedAction, this would be considered an indirect effect. Given that this industrial development is anticipatedfor the forecasting focus area with or without the Proposed Action, there are many other factors thatinfluence such development, and as a result, it is speculative to quantify the location or timing of any

development that might be induced by the Proposed Action.

It is also possible that the Proposed Action could induce commercial land uses, such as conveniencestores, gas stations, and restaurants; however, currently, no information exists as to the nature andlocation of such development. Given the nature of the Proposed Action, it is unlikely to induce residentialdevelopment beyond what is currently planned for the forecasting focus area.

As discussed, it is speculative to quantify the location or timing of any other development that might beinduced by the Proposed Action. To the extent that induced development would occur as a result of theProposed Action, other indirect effects could occur from construction activities. The indirect effectsassociated with the reasonably foreseeable development at the Logistics Park Kansas City are describedin the following sections.

3.2.1 Geology

StratigraphyBased on geologic reports and maps for J ohnson County, the stratigraphy of the area that wouldbe affected by the reasonably foreseeable Logistics Park Kansas City development is the sameas that described for the Proposed Action (see Section 2.1.1). Subsurface borings have not beencompleted for the area, but given the similarity in stratigraphy, the depths to bedrock would likelybe similar to the Gardner project site. The Logistics Park Kansas City would be developed in anarea mostly underlain by Stanton Limestone. Remnants of Weston Shale occur on ridge tops inthe area, and Vilas Shale occurs in potentially impacted areas west of Four Corners Road(OConnor, 1972; KGS, 2002a). Soils would have to be graded to support the development ofLogistics Park Kansas City and access roads. Site preparation could include excavation of rockin some areas.

Geologic HazardsPotential geological hazards include earthquakes, landslides, and karst topography. Because thesite for the Logistics Park Kansas City and the Gardner project site are adjacent and share thesame geological layers, the risk of these hazards is the same as discussed in Section 2.1.1.

There are no known faults in the area of the Logistics Park Kansas City. Therefore, itsdevelopment would not increase the probability or consequences of an earthquake. As sitepreparation is conducted, areas would be tested for voids due to karst topography, (caverns andsinkholes). The thickness of most limestone layers in the area is less than 10 feet, and it is


35/43



unlikely that substantial karst has formed. Moreover, karst areas are not likely to form afterconstruction due to the thin layers of limestone present.

Oil WellsWithin the Logistics Park reasonably foreseeable development area, there are six oil wells, all ofwhich have been plugged and abandoned. The location of all on-site oil wells should be markedduring construction to avoid disturbance by grading. If wells are disturbed, they should be re-closed and abandoned following appropriate procedures.

Mineral ExtractionThere are no mineral extraction quarries, active or abandoned, in the area of the reasonablyforeseeable development of Logistics Park Kansas City (KGS, 2003). The mineral rights havebeen purchased to the land for the Logistics Park Kansas City.

3.2.2 Topography

The area of the Logistics Park Kansas City is located along ridges. Elevations in the northernpart of the Logistics Park Kansas City site range from 965 feet along the stream valley west ofFour Corners Road and 191st Street to 1,038 feet in the northeastern corner of the site nearWaverly Road. Maximum relief at the site north of the proposed Gardner IMF is about 30 feet.

Slopes are generally in a southerly direction at about 2 to 10 percent. Elevations in the southernpart of the Logistics Park Kansas City development area range from 1,010 feet along anunnamed intermittent stream near 191st Street to 1,046 feet along a ridge south of the proposedGardner project site. Slopes are to the northwest along the ridge and to the southeast toward astream valley near 191st Street and Waverly Road.

The local topography would be modified by the construction of Logistics Park Kansas City.Slopes would be cut, and the area in which the Logistics Park would be developed would benearly leveled. The current drainage divide along the existing ridgeline would be maintained.

The potential impacts on water quality and drainage are discussed in the Water Quality TechnicalReport (HDR, 2008e) and the Floodplains Technical Report (HDR, 2008f), respectively.

The Logistics Park area would be reviewed prior to construction to determine whether any U.S.

Department of Commerce, National Geodetic survey monuments would be disturbed. If anysurvey monuments would be disturbed, 90-day notification would be given to the Department ofCommerce.

3.2.3 Soils

Soils in the area of the Logistics Park Kansas City reasonably foreseeable development would beimpacted by construction and are formed from silt and clay parent materials. The depth of soil isgenerally 6 feet or more.

The areas potentially affected are composed of the following five soil series, as mapped by theUSDA-NRCS in the Soil Survey of Johnson County, Kansas (USDA-NRCS, 2005):

Sibleyville loam, 3 to 7 percent slopes Verdigris silt loam, frequently flooded, 0 to 2 percent slopes Summit silty clay loam, 3 to 7 percent slopes Wagstaff silty clay loam, 3 to 7 percent slopes Woodson silt loam, 1 to 3 percent slopes

For each soil series, the acreages located in the Logistics Park site and the approximatepercentage of each soil series are shown in Table 3-2. The majority of the proposed LogisticsPark site comprises the Woodson, Wagstaff, and Summit soil series. The Verdigris soil is located


36/43



in stream valleys in the three northern areas. The other soils are distributed throughout theproposed Logistics Park development area (Figure 3-1).

Table 3-2: Acreage and Percentage of Soil Series Located in the Logistics ParkKansas City Development Area

MapSymbol


RespectiveArea

PercentAcreage ofRespective

Area

7603 Sibleyville loam, 3 to 7 percent slopes 21.59 12.05%

8301 Verdigris silt loam, frequently flooded 1.93 1.07%


8955 Wagstaff silty clay loam, 3 to 7 percent 43.68 24.39%


Total 179.08 100%

Source: USDA-NRCS, 2005

The physical, chemical, and engineering properties of these soils are discussed in Section 2.1.3.As noted in Section 2.1.3, the use of these soils for construction of buildings and roads is verylimited due to the moderate to very high shrink-swell potential, low strength, high clay content,saturation from a shallow seasonal water table, and in some areas, flooding and shallow bedrock.

About 179 acres of soil would be impacted during the development of the Logistics Park KansasCity. During the grading and site preparation process, the soil would be vulnerable to acceleratederosion due to lack of vegetation cover. The hazard of erosion by water is moderate to high inmost of the soil area to be disturbed. Accelerated erosion (above the rate that occurs inundisturbed areas of soil with native vegetation cover) could be substantial without measures tocontrol water runoff (HDR, 2008e). Because the Logistics Park would impact more than 1 acre of

land, a NPDES Stormwater Runoff from Construction Activities General Permit would apply,which includes the use of stabilization or structural measures during construction and afterconstruction is completed to limit discharge of sediment and erosion to preconstruction levels.

Typically, the NPDES permit is terminated when the disturbed site has achieved final stabilization(i.e., revegetating areas other than structures [buildings, roads, and parking lots] to at least 70percent of the natural vegetation of that area or using other stabilization devices such as riprap,gravel, or gabions).

Impervious areas would increase and areas adjacent to paved areas would be vulnerable toincreased erosion because of increased velocity of runoff from these paved areas. Final sitestabilization would provide erosion controls equivalent to preexisting conditions at the site inaccordance with the NPDES Stormwater Runoff from Construction Activities General Permit, theSWPPP, and the grading plan submitted as part of the grading permit from J ohnson County.

Measures to control water erosion, similar to those discussed for the Proposed Action, would beimplemented at the Logistics Park site.

The hazard of wind erosion is moderate in about 30 percent of the impacted area and very slightto slight in the remaining area. Some erosion is anticipated in the areas of moderate hazard (i.e.,Summit soils on the ridges). BMPs would be used to control runoff and exposure to the wind.Measures to control wind erosion and fugitive dust, similar to those discussed under theProposed Action, would be implemented during construction.


37/43



As discussed above, soils

Date post:	03-Apr-2018
Category:	Documents
Upload:	livian-teddy
View:	223 times
Download:	0 times

Geology Soils Technical Report081508

Documents