GM_04-07_Willapa_National_Wildllife_Refuge.pdf

Memorandum

U.S. Department of Transportation WESTERN FEDERAL LANDS HIGHWAY DIVISION Federal Highway 610 EAST FIFTH STREET Administration VANCOUVER, WA 98661-3893

GM 04-07

Subject: INFORMATION: Geotechnical Memorandum GM 04-07 Date: August 3, 2007 Willapa National Wildlife Refuge Lewis and Riekkola Units Washington RRP WILL 101(2) Geotechnical Investigation and Recommendations

From: Malcolm Ulrich Through: Rich Barrows Engineering Geologist Senior Geotechnical Engineer

To: Janice Ritter Project Manager

Introduction and Project Overview

The purpose of this project is to develop and/or improve access, parking, and other facilities at two locations on the Willapa Bay NWR in southwest Washington State. At the Riekkola Unit, a paved parking area for about 12 vehicles is to be constructed at an existing fenced pasture. At the Lewis Unit, the existing access road terminus is to be reconstructed to provide improved and enlarged parking and to eliminate adverse geometrics at a sharp turn in the roadway leading to the estuary. A paved surface is proposed for the reconstructed road and the parking area.

Site Conditions

The Riekkola site is located on a flat to gently sloping site adjacent that was at one time probably part of Willapa Bay estuary. The water table was not disclosed during the field investigation and is probably several feet below the surface during the dry season. During periods of extended precipitation and flooding, the water table likely is at or slightly above existing ground level, especially in the lowest areas of the site.

A continuous grass mat covers about half of the site, with mostly what appear to be aquatic plants in much of the other half. Livestock grazing reportedly occurs seasonally in the proposed project area.

Several tree stump/root remnants are scattered about the site. The trees were cut many years ago, probably for clearing pasture land, with the tops of the stumps currently exposed at ground level.

The Lewis site is a gravel surfaced site cut into the hillside, with parking for about five vehicles.

About a foot of forest duff and organic silt overlies decomposed to highly weathered siltstone in the existing road cut near the north end of the project area.

Site Investigations and Interpretations

Soil samples were obtained with hand-dug test pits and hand auger holes at both sites. A steel probe was used to interpret relative soil density in the top 3 feet of soils underlying the grass mat at the Riekkola site and in the fill toe area for one of the two preliminary design options at the Lewis site.

Riekkola Unit The Wildcat© cone penetrometer was used to evaluate subsurface density. Five locations spaced around the proposed parking area were tested to depths of 5 to 7 meters (16 to 23 feet). The purpose was not only to evaluate in-place soil relative density but to determine whether firm foundation material was present close to the ground surface. The blow counts from the tests were converted to equivalent Standard Penetration Test blows per foot, and some engineering properties can be interpreted from those values. Data from the Wildcat© tests are presented as spread sheets in the Attachments to this document. The data include equivalent values for Standard Penetration Test (SPT) blow counts. Wildcat© tests do not provide physical samples of the subsurface soils.

Five soil samples were collected and tested in the WFLHD laboratory. The sample numbers are indicated by the letter R prefix and Lab Control Numbers W-06-0034-SO through 0038-SO. The laboratory test results are included in the Attachments to this document.

Based on the shallow test pits, the Wildcat© data, and laboratory classification of soil samples, two primary subsurface profiles can be interpreted. One is to assume that the very loose Unified MH soils (elastic silt, with substantial plasticity index--(see the Unified Soil Classification System chart in the Attachments) and incorporating the one foot thick grass mat—are present only in the top two feet. From 2 ft. to at least 23 ft (the bottom of the deepest Wildcat© probe) is assumed to be the ML (nonplastic) silt sampled from 24 to 34 inches in the deepest test pit.

The second interpreted subsurface profile is to assume that the soils at depth are the same elastic silts (Unified MH classification) sampled in the top 2 feet of the site, and the nonplastic silt (Unified ML classification) is a local pocket deposit.

A third possibility is that both types of soil (and possibly other soil types as well) are present at depth in unknown percentages and configurations.

An extensive subsurface investigation and soil testing program would be necessary to determine the range of soil types, their engineering properties, and an accurate subsurface profile of those soils. The cost of such an investigation would exceed the funding available for preliminary engineering for this project. The Analyses segment of this memorandum presents the considerations and recommendations for the site based on the information available from the limited subsurface investigation.

Lewis Unit Two hand-dug test pits and hand auger holes at locations of proposed cuts determined that highly weathered and fractured siltstone bedrock is present near the surface, with forest duff and topsoil for the top 1-2 feet typically. The current parking area is constructed on a cut and fill bench about 10 to 15 feet above the Bear River flats. The preliminary plans propose lowering the grade of the existing parking area as much as 5 feet. One soil sample was collected and tested in the WFLHD laboratory. That sample is No. L-1, with Lab Control Number W-06-0039-SO.

Analyses—Riekkola Site

The following analyses, considerations and approximations are based on soil property and stratification assumptions necessitated by the lack of deep borings and the lack of comprehensive test results from deep samples. However, the range of assumptions roughly covers the interpreted extremes of the properties of the two soil types found at the site. The design recommendations are made using conservative “middle ground” soil properties.

Bearing Capacity and Settlement

From the Naval Facilities Design Manual (DM 7.02, Ch. 4, Table 1), inorganic silt or clayey silt of soft consistency has an Allowable Bearing Pressure of 0.5 tsf (1,000 psf). The estimated maximum added load from the embankment and surfacing is about 500 psf. Traffic load will be transient and very light, substantially less than the 250 psf used for the typical highway traffic load. The value of 0.5 tsf is conservative based on calculations that consider the area that the parking facility will cover.

The soil beneath the pasture is very soft/loose and without the grass root structure would probably not support a person without sinking several inches. This is interpreted to be somewhat lower localized bearing capacity than can be interpreted from the minimum on the NavFac chart.

Although the strength of the grass mat is not quantifiable, it provides a natural mat foundation that supports a person without any discernible indentation. In the dry season the Refuge drives a tractor on the pasture with no support problem. At Julia Butler Hansen Refuge, a project with comparable soils and grass mat supported a loaded cement mixer truck (during the dry season).

The improvements discussed under Recommendations will provide additional, long-term strength to the foundation and provide stability and adequate factor of safety for the weakest subgrade soil areas as well.

Silts and clays display substantially different settlement properties. Elastic silts further complicate the analysis. Since opportunities for testing properties of the project foundation soils were limited, and typical values of properties for estimating settlement of those particular soil types are not present in available literature, settlement calculations were done using typical soil properties for clay soils (although the tested soils that have PI are not true clays) and for silt soils.

Since the loads to be added to the site by the project are low, actual settlement for the clay soil case assumption will likely be closer to the estimate for nonplastic silt than for clay. Also, since the site will be differentially loaded, the estimates include ranges of a minimum of one foot of surfacing with no embankment to a maximum of one foot of surfacing plus three feet of embankment. The embankment thickness of zero to three feet is based on two typical sections of the site, although the maximum depth of embankment may not be represented by those sections.

The settlement estimations used an assumed thickness of 40 feet of compressible foundation soil as interpreted from the Wildcat© data. If the foundation soil is assumed to be nonplastic silt (as tested from the deeper sample in Test Pit Two, West), estimated settlement ranges from essentially zero for the minimum fill areas to a maximum of about 1.5 inches. If the foundation soil is assumed to be silty clay, estimated settlement ranges from a minimum of about 1.5 inches to a maximum of about 6.5 inches. No surcharge loading from vehicles was included in the calculations, since such loading is transient and interpreted to be negligible for the expected volume and types of traffic.

Adding fill and surfacing to the site will produce settlement and the settlement will occur differentially over the site. The interpreted worst case estimate is about 4 inches of differential settlement. However, two positive aspects should be applied to this estimate. One is that the calculated settlement estimates for silty clay (the soil type used to estimate maximum settlement) is interpreted to very likely be greater than what will actually occur in the project soils. Second is the accepted but unquantifiable contribution that the use of geogrid, discussed under Recommendations, makes for reducing differential settlement through load distribution.

The minimum estimated settlement will likely cause minor tension cracking in the flexible pavement surface. If the maximum settlement occurs, the cracking will likely be more noticeable, with the crack pattern and widths dependant on the amount and distribution of the differential settlement.

Time rate of settlement also needs to be considered. If the foundation soils are silts, most of the settlement will occur during construction and post-construction settlement will be minor and have little impact on the paved surface. Clayey foundation soils take longer to consolidate, and if they are the predominant foundation soil, the impacts to the paved surface due to settlement will be more noticeable.

If the thickness of compressible soil is significantly greater than the 40 ft used in the calculations, total settlement will be greater, although load distribution effects reduce the amount of settlement that occurs as the depth of the foundation soil increases.

Recommendations

Riekkola Unit -- Medium strength biaxial geogrid (Tensar BX1200 or equivalent) is recommended for the parking area and approach roads to provide a uniform, long-lived load distribution element in the foundation. The grass and other vegetation should be mowed and / or trimmed close to the ground and all cuttings removed. The geogrid should be placed directly on the prepared surface of the field. In areas where aquatic plants predominate and the grass mat is discontinuous or absent (estimated to be about 50% of the project area), nonwoven, needle punched, approximately 8 ounces per square yard separation geotextile should be placed on the ground prior to placing the geogrid. No excavation into the grass mat or other high point is allowable, except for partial, surficial removal of stumps as noted below.

A second layer of biaxial geogrid (lower strength BX1100 or equivalent would be satisfactory) is recommended to provide added reinforcement over the weakest areas of the site, located where a continuous grass mat is not present. These areas are located primarily in the East half of the site and in a strip near the SW edge of the site. The locations of these areas relative to the design plan layout will need to be confirmed at the PIH field review. At these locations, estimated to be about 50% of the project area, the designated separation geotextile is needed only under the bottom layer of geogrid. After placing the geotextile and lower geogrid, select borrow or base aggregate can be placed for a typical minimum compacted thickness of 12 inches before placing the second geogrid layer. The horizontal coverage of the two-layer system should end approximately where the total thickness of fill plus surfacing is less than 20 inches. The effectiveness of the two layer system reportedly is significantly reduced where the depth of granular fill between them is less than about 8 inches or more than about 20 inches (see Figure 2).

Both geotextile and geogrid materials should be overlapped two feet where multiple rolls are needed, except one foot minimum overlap is needed in the pasture area where continuous grass mat is present.

The increased strength provided by the upper geogrid layer will also provide the added benefit of reducing the differential settlement over that portion of the site, possibly localizing the tension cracking caused by differential settlement to the transition zones between the one and two layer geogrid areas. However, it is not feasible to quantify the extent of that potential benefit.

Because of the irregularity of the ground and the fit of the parking area to the wetland areas, the final locations and extents of the two-layer geogrid system will likely require field adjustment.

Remnants of stumps are present at ground level at scattered locations over the site. It is anticipated that the stumps will not deflect as much under traffic loads as the grass mat or the mixed grass and aquatic plant areas. Depending on the design elevation, configuration, and profile of the parking area, use of a stump grinder may be advisable to reduce the height of the stumps. The stumps should not be completely removed. The recommended maximum depth of grinding is 4 inches. If necessary, leveling or backfilling of the resulting void should be done with crushed aggregate.

The thicknesses of borrow, base, and surfacing should be minimal to reduce the static load on the soft foundation soils. However, a minimum thickness of 6 inches of base aggregate will be required over the geogrid. Site specific accommodations for access and parking of high wheel load vehicles such as RVs or buses are unknown. If such use is anticipated, additional location-specific reinforcement may be required, or the RV/bus parking should be limited to the continuous grass mat portion of the site (i.e. most of the western half).

Abrupt depressions in the existing ground surface were not noted. If they exist or develop within the project area, they should be pre-leveled with select borrow or base aggregate before placing the geo-materials. Type III-A Stabilization geotextile should be placed prior to filling the depression(s), with the fabric extending at least 3 ft onto stable ground on all sides surrounding the depression.

Lewis Unit -- Preliminary plans for two alternate designs were prepared initially. The fill option (Alternate 1) is preferable from the geotechnical aspect due to minimal disturbance on the cut side and minimal extent of anticipated foundation preparation for the fill. The preliminary embankment option includes placement of a variable width sliver fill on a 1V:1.5H slope for less than 100 feet. The fill toe would reach the very soft estuary soils for a distance of about 20 to 40

ft. Although this Alternate is not currently being considered, it is a feasible option if needed.

The current plan proposes lowering the grade and expanding the existing parking area into the hillside. It would require about 10 feet maximum depth of cut at an assumed slope of 1V:1.5H.

Field investigation with hand tools was conducted to evaluate the subsurface conditions for this cut. Two test holes were hand augered in the cut area. Hole A-1 was located about 35 ft left of Station 13+35 and Hole A-2 was located about 46 ft left of station 12+95. A shovel was used to dig through about 6 inches of forest duff and another 12 to 18 inches of damp clayey silt soil before hand augering was begun. The augered material was decomposed to highly weathered soft siltstone and sandy siltstone. Hole A-1 bottomed about a foot below subgrade elevation and Hole A-2 bottomed about a foot above subgrade elevation. With the exception of one wet seam in Hole A-1 described below, all auger samples were damp.

The hand auger hole (Hole A-1) on the slope 50 ft SW of the kiosk site encountered free water in a 6 to 8 inch thick zone about a foot or two above subgrade. Water appears to be present in a localized zone or stratum, as the wet zone was softer and easily augered for about 6 to 8 inches, and denser, damp material similar to the overlying decomposed rock was encountered below that zone. Based on this observation, water may be encountered in the deepest part of the roadway or parking area excavation. Installation of an underdrain does not appear necessary, but some subsurface drainage installation may be required if extensive wet zone(s) are encountered when subgrade is exposed.

The proposed slope design of 1V:1.5H is satisfactory for these materials. Revegetation of the exposed cut slope may be difficult because of the density of the soil. Leaving a rough surface rather than a uniform smooth surface may help establish vegetative cover and improve adhesion of any conserved topsoil to the cutslope. Temporary Erosion Control Mat (ECM), Rexius Slope Treatment System, or other slope treatment to control surface erosion while vegetation roots become established should be considered to prevent erosion of the fresh cut and fill slopes.

Surfacing Design

A preliminary surfacing design was developed by the Pavement Selection Team and is recommended by the Materials Engineer. Anticipated traffic volumes and wheel loads are not well documented but are expected to be very low for both sites and are not the controlling factors in the design. The recommendation is therefore based on consideration of minimum thicknesses of base aggregate and asphalt surfacing to minimize maintenance costs and provide at least a 20 year design life. The recommended surfacing structures are as follows, including the recommended subgrade reinforcement elements at Riekkola:

Riekkola Site: 4 inches HACP 6 inches CAB Biaxial Geogrid Separation geotextile (specific portions of site)

Lewis Site: 3 inches HACP 6 inches CAB Separation geotextile

The Structural Surfacing Design Recommendation Memorandum is included as Figure 1.

Design and Construction Considerations, Riekkola Site

Consideration of postponing paving to avoid potential pavement cracking is proposed based on the following factors.

As stated previously, some differential settlement can be expected due to the additional load the project will place on the very soft/loose foundation soils. As discussed previously, the estimated settlement in different parts of the site varies considerably depending on the assumed variables in soil types and subsurface stratification.

Nonplastic silt soil will consolidate rapidly to the extent that no significant settlement should occur post-construction. Clay soil and clayey (elastic) silt soil will incur post-construction consolidation. However, the time-rate of consolidation cannot be determined without extensive and expensive sampling and testing of the foundation soils, factors that were not budgeted for this project.

If mostly clay soils are present in the foundation soils, significant post-construction consolidation will occur and the resulting differential settlement may cause cracks to develop in the paved surface. Delaying the paving for at least one year after construction of the embankment and aggregate surface should eliminate most of the potential settlement. After a year (or longer if preferable), minor grading of the gravel surface would be needed before the asphalt surface is constructed.

Construction should occur only in the dry season when the water table is low and strength of the near-surface soils is greatest.

Because of the very weak foundation materials and the variable, unquantified strength of the existing grass mat, heavy wheel loads should not be allowed on the site prior to installation of the geogrid reinforcement. Following site preparation and placement of the geogrid (and geotextile where recommended), the aggregate should be dumped at the entrances of the site and pushed into place with low ground pressure equipment before compacting. In the areas of continuous grass mat, minimum lift thickness of 6 inches is recommended. In all other areas (i.e. the wet, very soft ground) the initial lift of aggregate should be 10 inches thick, with subsequent layers at least 6 inches thick where feasible.

Aggregate compaction should be done with non-vibratory equipment, and only the minimum number of passes required for design density should be done.

Figures 1 & 2 (3 pages) Attachments (19 pages)

Cc: Terri Butler-Bates, Willapa NWR Brian Wacker, Robert Peccia and Associates, Helena MT Geotechnical Memorandum File (Hard copy and ec)

Memorandum

U.S. Department of Transportation

WESTERN FEDERAL LANDS HIGHWAY DIVISION

Federal Highway 610 EAST FIFTH STREET

Administration VANCOUVER, WA 98661-3893

Subject: INFORMATION: Structural surfacing design Date: April 26, 2007 WA RRP Will 101(2) Lewis and Riekkola Units

From: John Snyder Materials Engineer

To: Janice Ritter, Project Manager Malcolm Ulrich, Geotechnical Team

Background This memorandum provides recommendations regarding the pavement structure for the Riekkola Unit parking area, and the Lewis Unit access road and parking area, for the Willapa National Wildlife Refuge, located in Pacific County, Washington.

Geotechnical Exploration Geotechnical exploration details and recommendations are contained in Geotechnical Memorandum 04-07.

Material Sources Because of the limited quantity of material required for this project, and the availability of commercial sources locally, it is expected that all crushed base and plantmix materials will come from local suppliers.

Traffic Loading A detailed traffic analysis had not been provided for this facility. Based upon visitation records and the proposed configuration of the parking areas, some larger vehicles such as RV’s, campers, and buses are expected.

Surfacing Design The recommended surfacing designs for the two units are as follows:

Lewis Unit roadway/parking area 3 inches – Minor hot asphalt concrete (Item 40401-0000) 6 inches – Roadway aggregate, method 1 (Item 30802-1000)

Riekkola Unit parking area 4 inches – Minor hot asphalt concrete (Item 40401-0000) 6 inches – Roadway aggregate, method 1 (Item 30802-1000)

Figure 1

Figure 1 (cont’d)

Specifications Some revisions to the standard specifications may be necessary based upon local conditions and general aggregate material quality in this area. This need will be evaluated during the PIH review stage.

Road Management It is recommended that the Refuge consider size/weight restrictions or limitations on heavy vehicles during seasonal periods of wet/saturated subgrade, in order to minimize the risk of damage to the pavement structure due to reduction of subgrade support during these periods.

cc: Materials/Pavement File

Test Site 1 r:

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date : 5/11/2006 Test Site Number: 1 Operato J. Blatti Test Site Location: Riekkola Unit Parking, center of NE quadrantLogged By: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

0.1 2 8.9 3 Very Loose Soft Grass mat is one ft thick.0.2 2 8.9 3 Very Loose Soft

1 0.3 3 13.3 4 Very Loose Soft

0.4 1 4.4 1 Very Loose V. Soft

0.5 1 4.4 1 Very Loose V. Soft

2 0.6 1 4.4 1 Very Loose V. Soft

0.7 1 4.4 1 Very Loose V. Soft

0.8 2 6.7 2 Very Loose V. Soft

3 0.9 6 26.6 8 Loose Firm Hit root or other resistance1 6 23.2 7 Loose Firm

1.1 6 23.2 7 Loose Firm 4 1.2 4 15.4 4 Loose Soft

1.3 3 11.6 3 Very Loose Soft

1.4 3 11.6 3 Very Loose Soft

5 1.5 3 11.6 3 Very Loose Soft

1.6 3 11.6 3 Very Loose Soft

1.7 2 7.7 2 Very Loose Soft

6 1.8 3 11.6 3 Very Loose Soft

1.9 2 6.8 2 Very Loose V. Soft 2 3 10.3 3 Very Loose Soft

7 2.1 3 10.3 3 Very Loose Soft

2.2 3 10.3 3 Very Loose Soft

2.3 4 13.7 4 Very Loose Soft

8 2.4 3 10.3 3 Very Loose Soft

2.5 4 13.7 4 Very Loose Soft

2.6 3 10.3 3 Very Loose Soft

9 2.7 3 10.3 3 Very Loose Soft

2.8 3 10.3 3 Very Loose Soft

2.9 3 9.2 3 Very Loose Soft

10 3 3 9.2 3 Very Loose Soft

3.1 3 9.2 3 Very Loose Soft

3.2 4 12.2 3 Very Loose Soft

11 3.3 4 12.2 3 Very Loose Soft

0 50 100 150

CONE RESISTANCE

Page 1 of 4 8/21/2007

Test Site 1

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date: 5/11/2006 Test Site Number: 1 Operato J. Blatti Test Site Location: Riekkola Unit Parking, center of NE quadrantLogged By: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY 11 3.3 4 12.2 3 Very Loose Soft

3.4 4 12.2 3 Very Loose Soft "Tussock" grass area

3.5 3 9.2 3 Very Loose Soft

3.6 4 12.2 3 Very Loose Soft

12 3.7 3 9.2 3 Very Loose Soft

3.8 4 12.2 3 Very Loose Soft

3.9 3 8.3 2 Very Loose Soft

13 4 4 11.1 3 Very Loose Soft

4.1 4 11.1 3 Very Loose Soft

4.2 4 11.1 3 Very Loose Soft

14 4.3 4 11.1 3 Very Loose Soft

4.4 5 13.9 4 Very Loose Soft

4.5 4 11.1 3 Very Loose Soft

15 4.6 4 11.1 3 Very Loose Soft

4.7 4 11.1 3 Very Loose Soft

4.8 5 13.9 4 Very Loose Soft

16 4.9 5 12.7 4 Very Loose Soft 5 5 12.7 4 Very Loose Soft

5.1 5 12.7 4 Very Loose Soft 17 5.2 6 15.2 4 Loose Soft

5.3 5 12.7 4 Very Loose Soft

5.4 6 15.2 4 Loose Soft

18 5.5 6 15.2 4 Loose Soft

5.6 6 15.2 4 Loose Soft

5.7 6 15.2 4 Loose Soft

19 5.8 6 15.2 4 Loose Soft

5.9 6 14.0 4 Very Loose Soft 6 5 11.7 3 Very Loose Soft

20 6.1 5 11.7 3 Very Loose Soft

6.2 6 14.0 4 Very Loose Soft

6.3 6 14.0 4 Very Loose Soft

21 6.4 6 14.0 4 Very Loose Soft

6.5 6 14.0 4 Very Loose Soft

6.6 7 16.3 5 Loose Soft

22 6.7 7 16.3 5 Loose Soft

6.8 7 16.3 5 Loose Soft

6.9 7 16.3 4.7 Loose Soft

7 6 14 4 Very Loose Soft

0 50 100 150

Page 3 of 4 8/21/2007

Test Site 2

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date : 5/11/2006 Test Site Number: 2 Operato J. Blatti Test Site Location: Riekkola Unit Parking, center of NW quadrantLogged By: M.Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

0.1 10 44.4 13 Med. Dense Stiff Grass mat one ft. thick

0.2 7 31.1 9 Loose Firm

1 0.3 3 13.3 4 Very Loose Soft

0.4 3 13.3 4 Very Loose Soft

0.5 2 8.9 3 Very Loose Soft

2 0.6 3 13.3 4 Very Loose Soft

0.7 2 8.9 3 Very Loose Soft

0.8 1 4.4 1 Very Loose V. Soft

3 0.9 1 4.4 1 Very Loose V. Soft 1 1 3.9 1 Very Loose V. Soft

1.1 0 0.0 0 --- ---

Very loose, pushed penetrometer by hand from 3.3 to 8.5 ft;

average resistance is estimated for depth of push. Density began to increase slightly at about 8 ft.

4 1.2 1 3.9 1 Very Loose V. Soft

1.3 0 0.0 0 --- ---

1.4 1 3.9 1 Very Loose V. Soft

5 1.5 0 0.0 0 --- ---

1.6 1 3.9 1 Very Loose V. Soft

1.7 0 0.0 0 --- ---

6 1.8 1 3.9 1 Very Loose V. Soft

1.9 0 0.0 0 --- --- 2 1 3.4 1 Very Loose V. Soft

7 2.1 0 0.0 0 --- ---

2.2 1 3.4 1 Very Loose V. Soft

2.3 1 3.4 1 Very Loose V. Soft

8 2.4 1 3.4 1 Very Loose V. Soft

2.5 1 3.4 1 Very Loose V. Soft

2.6 2 6.8 2 Very Loose V. Soft

9 2.7 3 10.3 3 Very Loose Soft

2.8 5 17.1 5 Loose Soft

2.9 5 15.3 4 Loose Soft

10 3 4 12.2 3 Very Loose Soft

3.1 4 12.2 3 Very Loose Soft

3.2 5 15.3 4 Loose Soft

3.3 5 15.3 4 Loose Soft

0 50 100 150

Page 1 of 2 8/21/2007

Test Site 2

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date : 5/11/2006 Test Site Number: 2 Operato J. Blatti Test Site Location: Riekkola Unit Parking, center of NW quadrantLogged By: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

3.3 5 15.3 4 Loose Soft 11 3.4 4 12.2 3 Very Loose Soft

3.5 5 15.3 4 Loose Soft

3.6 5 15.3 4 Loose Soft

12 3.7 5 15.3 4 Loose Soft

3.8 5 15.3 4 Loose Soft

3.9 5 13.9 4 Very Loose Soft

13 4 5 13.9 4 Very Loose Soft

4.1 6 16.6 5 Loose Soft

4.2 7 19.4 6 Loose Firm

14 4.3 6 16.6 5 Loose Soft

4.4 6 16.6 5 Loose Soft

4.5 6 16.6 5 Loose Soft

15 4.6 6 16.6 5 Loose Soft

4.7 6 16.6 5 Loose Soft

4.8 6 16.6 5 Loose Soft

16 4.9 6 15.2 4 Loose Soft 5 5 12.7 4 Very Loose Soft

5.1 7 17.8 5 Loose Firm 17 5.2 7 17.8 5 Loose Firm

5.3 7 17.8 5 Loose Firm

5.4 6 15.2 4 Loose Soft

18 5.5 7 17.8 5 Loose Firm

5.6 7 17.8 5 Loose Firm

5.7 7 17.8 5 Loose Firm

19 5.8 7 17.8 5 Loose Firm

5.9 7 16.3 5 Loose Soft 6 8 18.6 5 Loose Firm

20 6.1 7 16.3 5 Loose Soft

6.2 8 18.6 5 Loose Firm

6.3 10 23.3 7 Loose Firm

21 6.4 10 23.3 7 Loose Firm

6.5 11 25.6 7 Loose Firm

6.6 11 25.6 7 Loose Firm

22 6.7 10 23.3 7 Loose Firm

6.8 10 23.3 7 Loose Firm

0 50 100 150

Page 2 of 2 8/21/2007

Test Site 3

By:

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Drill Dates : 5/11/2006 Test Site Number: 3 Drilled J. Blatti Test Site Location: Riekkola Unit Parking, center of south 1/4 of SW quadrantLogged By: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

0.1 8 35.5 10 Loose Stiff Grass mat one foot thick

0.2 8 35.5 10 Loose Stiff

1 0.3 6 26.6 8 Loose Firm

0.4 2 8.9 3 Very Loose Soft

0.5 3 13.3 4 Very Loose Soft

2 0.6 2 8.9 3 Very Loose Soft

0.7 2 8.9 3 Very Loose Soft

0.8 3 13.3 4 Very Loose Soft

3 0.9 2 8.9 3 Very Loose Soft 1 1 3.9 1 Very Loose V. Soft

1.1 1 3.9 1 Very Loose V. Soft 4 1.2 0 0.0 0 --- ---

1.3 0 0.0 0 --- ---

1.4 1 3.9 1 Very Loose V. Soft

5 1.5 0 0.0 0 --- ---

1.6 1 3.9 1 Very Loose V. Soft

1.7 1 3.9 1 Very Loose V. Soft

6 1.8 2 7.7 2 Very Loose Soft

1.9 2 6.8 2 Very Loose V. Soft 2 2 6.8 2 Very Loose V. Soft

7 2.1 2 6.8 2 Very Loose V. Soft

2.2 2 6.8 2 Very Loose V. Soft

2.3 2 6.8 2 Very Loose V. Soft

8 2.4 2 6.8 2 Very Loose V. Soft

2.5 3 10.3 3 Very Loose Soft

2.6 5 17.1 5 Loose Soft

9 2.7 5 17.1 5 Loose Soft

2.8 5 17.1 5 Loose Soft

2.9 4 12.2 3 Very Loose Soft

10 3 5 15.3 4 Loose Soft

3.1 5 15.3 4 Loose Soft

3.2 5 15.3 4 Loose Soft

3.3 5 15.3 4 Loose Soft

0 50 100 150

Test Site 3

By:

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date : 5/11/2006 Test Site Number: 3 Drilled J. Blatti Test Site Location: Riekkola Unit Parking, center of south 1/4 of SW quadrantOperator: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

11 3.4 4 12.2 3 Very Loose Soft

3.5 5 15.3 4 Loose Soft

3.6 4 12.2 3 Very Loose Soft

12 3.7 5 15.3 4 Loose Soft

3.8 5 15.3 4 Loose Soft

3.9 5 13.9 4 Very Loose Soft

13 4 4 11.1 3 Very Loose Soft

4.1 5 13.9 4 Very Loose Soft

4.2 6 16.6 5 Loose Soft

14 4.3 5 13.9 4 Very Loose Soft

4.4 5 13.9 4 Very Loose Soft

4.5 6 16.6 5 Loose Soft

15 4.6 6 16.6 5 Loose Soft

4.7 6 16.6 5 Loose Soft

4.8 6 16.6 5 Loose Soft

16 4.9 6 15.2 4 Loose Soft 5 7 17.8 5 Loose Firm

5.1 7 17.8 5 Loose Firm 17 5.2 7 17.8 5 Loose Firm

5.3 8 20.3 6 Loose Firm

5.4 8 20.3 6 Loose Firm

18 5.5 8 20.3 6 Loose Firm

5.6 7 17.8 5 Loose Firm

5.7 8 20.3 6 Loose Firm

19 5.8 8 20.3 6 Loose Firm

5.9 8 18.6 5 Loose Firm 6 7 16.3 5 Loose Soft Broke pin-to-pin connector.

0 50 100 150

Test Site 4 g

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parkin 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date: 5/11/2006 Test Site Number: 4 Operato J. Blatti Test Site Location: Riekkola Unit Parking, SW corner of SE quadrantLogged By: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

0.1 2 8.9 3 Very Loose Soft "Tussock grass" area

0.2 3 13.3 4 Very Loose Soft

1 0.3 3 13.3 4 Very Loose Soft

0.4 2 8.9 3 Very Loose Soft

0.5 1 4.4 1 Very Loose V. Soft

2 0.6 1 4.4 1 Very Loose V. Soft

0.7 1 4.4 1 Very Loose V. Soft

0.8 1 4.4 1 Very Loose V. Soft

3 0.9 1 4.4 1 Very Loose V. Soft 1 1 3.9 1 Very Loose V. Soft

1.1 2 7.7 2 Very Loose Soft 4 1.2 3 11.6 3 Very Loose Soft

1.3 3 11.6 3 Very Loose Soft

1.4 2 7.7 2 Very Loose Soft

5 1.5 2 7.7 2 Very Loose Soft

1.6 2 7.7 2 Very Loose Soft

1.7 2 7.7 2 Very Loose Soft

6 1.8 2 7.7 2 Very Loose Soft

1.9 2 6.8 2 Very Loose V. Soft 2 3 10.3 3 Very Loose Soft

7 2.1 3 10.3 3 Very Loose Soft

2.2 3 10.3 3 Very Loose Soft

2.3 3 10.3 3 Very Loose Soft

8 2.4 2 6.8 2 Very Loose V. Soft

2.5 3 10.3 3 Very Loose Soft

2.6 3 10.3 3 Very Loose Soft

9 2.7 3 10.3 3 Very Loose Soft

2.8 4 13.7 4 Very Loose Soft

2.9 3 9.2 3 Very Loose Soft

10 3 3 9.2 3 Very Loose Soft

3.1 4 12.2 3 Very Loose Soft

3.2 4 12.2 3 Very Loose Soft

3.3 3 9.2 3 Very Loose Soft

0 50 100 150

Test Site 4 g

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parkin 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date : 5/11/2006 Test Site Number: 4 Operato J. Blatti Test Site Location: Riekkola Unit Parking,. SW corner of SE quadrantLogged By: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

11 3.4 3 9.2 3 Very Loose Soft

3.5 3 9.2 3 Very Loose Soft

3.6 3 9.2 3 Very Loose Soft

12 3.7 3 9.2 3 Very Loose Soft

3.8 4 12.2 3 Very Loose Soft

3.9 3 8.3 2 Very Loose Soft

13 4 4 11.1 3 Very Loose Soft

4.1 4 11.1 3 Very Loose Soft

4.2 4 11.1 3 Very Loose Soft

14 4.3 4 11.1 3 Very Loose Soft

4.4 4 11.1 3 Very Loose Soft

4.5 4 11.1 3 Very Loose Soft

15 4.6 4 11.1 3 Very Loose Soft

4.7 4 11.1 3 Very Loose Soft

4.8 4 11.1 3 Very Loose Soft

16 4.9 4 10.2 3 Very Loose Soft 5 4 10.2 3 Very Loose Soft

0 50 100 150

Test Site 5

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date: 5/11/2006 Test Site Number: 5 Operato J. Blatti Test Site Location: Riekkola Unit Parking, south 1/4 of

SE quadrantLogged By: M. Ulrich

Willapa NWR

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

0.1 1 4.4 1 Very Loose V. Soft Soft muck at surface, reed grass/marshy area.

Pushed penetrometer 3.3 m, very hard pushing last 0.5

m. Blows per 10 cm. are estimated from 0 to 3.5 m (0 to 11.5 ft depth).

0.2 1 4.4 1 Very Loose V. Soft 1 0.3 1 4.4 1 Very Loose V. Soft

0.4 1 4.4 1 Very Loose V. Soft

0.5 1 4.4 1 Very Loose V. Soft

2 0.6 1 4.4 1 Very Loose V. Soft

0.7 1 4.4 1 Very Loose V. Soft

0.8 1 4.4 1 Very Loose V. Soft

3 0.9 1 4.4 1 Very Loose V. Soft 1 1 3.9 1 Very Loose V. Soft

1.1 1 3.9 1 Very Loose V. Soft 4 1.2 1 3.9 1 Very Loose V. Soft

1.3 1 3.9 1 Very Loose V. Soft

1.4 1 3.9 1 Very Loose V. Soft

5 1.5 1 3.9 1 Very Loose V. Soft

1.6 1 3.9 1 Very Loose V. Soft

1.7 1 3.9 1 Very Loose V. Soft

6 1.8 1 3.9 1 Very Loose V. Soft

1.9 1 3.4 1 Very Loose V. Soft 2 1 3.4 1 Very Loose V. Soft

7 2.1 1 3.4 1 Very Loose V. Soft

2.2 1 3.4 1 Very Loose V. Soft

2.3 1 3.4 1 Very Loose V. Soft

8 2.4 1 3.4 1 Very Loose V. Soft

2.5 1 3.4 1 Very Loose V. Soft

2.6 1 3.4 1 Very Loose V. Soft

9 2.7 2 6.8 2 Very Loose V. Soft

2.8 2 6.8 2 Very Loose V. Soft

2.9 3 9.2 3 Very Loose Soft

10 3 3 9.2 3 Very Loose Soft

3.1 4 12.2 3 Very Loose Soft

3.2 4 12.2 3 Very Loose Soft

3.3 5 15.3 4 Loose Soft

0 50 100 150

Test Site 5

WILDCAT DYNAMIC CONE PENETROMETER ANALYSIS

Federal Highway Adminstration Project : Lewis Unit Road/Riekkola Parking 610 E. Fifth Street Project Location: Willapa NWR Vancouver WA. 98661 Project Number: WA RRP WILL 101(2)

Date: 5/11/2006 Test Site Number: 5 Operato J. Blatti Test Site Location: Riekkola Unit Parking, south 1/4 of

SE quadrantLogged By: M. Ulrich

DEPTH BLOWS RESIST. N' CONSISTENCY COMMENTS

Ft. M per 10 cm Kg/cm² SAND & SILT CLAY

11 3.4 5 15.3 4 Loose Soft

3.5 5 15.3 4 Loose Soft

3.6 5 15.3 4 Loose Soft

12 3.7 5 15.3 4 Loose Soft

3.8 5 15.3 4 Loose Soft

3.9 5 13.9 4 Very Loose Soft

13 4 5 13.9 4 Very Loose Soft

4.1 5 13.9 4 Very Loose Soft

4.2 6 16.6 5 Loose Soft

14 4.3 5 13.9 4 Very Loose Soft

4.4 6 16.6 5 Loose Soft

4.5 6 16.6 5 Loose Soft

15 4.6 6 16.6 5 Loose Soft

4.7 6 16.6 5 Loose Soft

4.8 6 16.6 5 Loose Soft

16 4.9 6 15.2 4 Loose Soft 5 6 15.2 4 Loose Soft

0 50 100 150

Western Federal Lands Highway Division Materials Testing Laboratory

6 10 E. Fifth St, Vancouver, WA 98661

Test Report Issued: 03 Mar 2006 Lab Control Number: W-06-003940

Project Name: Willapa Bay RRP Sample No: L-1 Project Number: Sampled By: M. Ulrich

Acct. No.: 151 7530000001 51 0.DO.Fl90.53 Date Sampled: 2/08/2006

Submitted By: M. Ulrich Address: WFLHD, Geotechnical Branch Phone: (360)619-7816 Vancouver, WA 98661

Fax: (360)619-7845

Sample of: Date Received: 211 012006 Quantity Rep: No. & Containers: 2 Sacks, I Baggie

Dates Tested: 0211 012006 - 03/03/2006

Owner: County: Pacific State: WA Boring No./Test Pit: Lewis 1 Depth: 24-60 in

Sample Location: Cut Bank

COMPLETE PRELIMINARY TESTS ON SOILS

Sieve Analysis

Soil Classification (DL145)

AASHTO

Unified

As Received Sieve Size % Passing

A-7-5(8) G R-SA-CLAY

MH; Sandy elastic silt pH Value (T289)

Apparent Specific Gravity (TI 00)

Natural Moisture (T265) (Sample dried at 140 OF), %

Atterberg Limits (T89) Liquid Limit Plasticity Index

R Value Results (WL190) R Value By Exudation at 300 psi R Value By Expansion R Value At Equilibrium Density At R Value, pcf Moisture at R Value, %

NIA

84.70 31.3

For: JOHN SNYDER, ~aterials-~n~inker

Page 1 of 1 pages (W-06-0039-SO)

610 E. Fifth St, Vancouver, WA 98661

Test Report Issued: 03 Mar 2006 Lab Control Number: W-06-0038-SO

Project Name: Willapa Bay RRP Sample No: R-3 Project Number: Sampled By: M. Ulrich

Acct. No.: 151 7530000001 51 0.DO.Fl90.53 Date Sampled: 2/08/2006

Submitted By: M. Ulrich Address: WFLHD, Geotechnical Branch Phone: (360)619-7816 Vancouver, WA 98661

Fax: (360)619-7845

Sample of: Date Received: 211 012006 Quantity Rep: No. & Containers: 1 Baggie

Dates Tested: 02/10/2006 - 02/28/2006

Owner: County: Pacific State: WA Boring No./Test Pit: Reikkola 2 Depth: 24-34 in

Sample Location: Test Pit Two, West

ROUTINE IDENTIFICATION ON SOILS

Sieve Analysis

Soil Classification (DL145)

AASHTO

Unified

As Received Sieve Size % Passing

A-4(0) ML; Silt pH Value (T289)

Apparent Specific Gravity (TI 00)

Natural Moisture (T265) (Sample dried at 140 OF), %

Atterberg Limits (T89) Liquid Limit Plasticity Index

SA-SI LT

LYNN MU~&HY, ~at lr ia l s Laboratory Chief u - -

For: JOHN SNYDER, Materials ~ n ~ i n e e r

Page 1 of 1 pages (W-06-0038-SO)

610 E. Fifth St, Vancouver, WA 98661

Test Report Issued: 03 Mar 2006 Lab Control Number: W-06-0035-SO

Project Name: Willapa Bay RRP Sample No: R-la Project Number: Sampled By: M. Ulrich

Acct. No.: 151 7530000001 51 O.DO.Fl90.53 Date Sampled: 2/08/2006

Submitted By: M. Ulrich Address: WFLHD, Geotechnical Branch Phone: (360)619-7816 Vancouver, WA 98661

Fax: (360)619-7845

Sample of: Date Received: 211 012006 Quantity Rep: No. & Containers: 1 Baggie

Dates Tested: 0211 012006 - 02/28/2006

Owner: County: Pacific State: WA Boring No./Test Pit: Reikkola 1 Depth: 4-12 in

Sample Location: Test Pit One, east

ROUTINE IDENTIFICATION ON SOILS

Sieve Analysis

Soil Classification (DL145)

AASHTO

Unified

As Received Sieve Size % Passing

#10 100.0 #40 99.3 #200 96.8 20pm 81.9 lOpm 64.5

A-7-5(28) SA-CLAY

MH; Elastic silt pH Value (T289)

Apparent Specific Gravity (TI 00)

Natural Moisture (T265) (Sample dried at 140 OF), %

Atterberg Limits (T89) Liquid Limit Plasticity Index r

For: J O F ~ SNYDER, Materials ~ n ~ & e e r

Page 1 of 1 pages (W-06-0035-SO)

610 E. Fifth St, Vancouver, WA 98661

Test Report Issued: 03 Mar 2006 Lab Control Number: W-06-0037-SO

Project Name: Willapa Bay RRP Sample No: R-2 Project Number: Sampled By: M. Ulrich

Acct. No.: 151 7530000001 51 0.DO.Fl90.53 Date Sampled: 210812006

Submitted By: M. Ulrich Address: WFLHD, Geotechnical Branch Phone: (360)619-7816 Vancouver, WA 98661

Fax: (360)619-7845

Sample of: Date Received: 211 012006 Quantity Rep: No. & Containers: 2 Sacks

Dates Tested: 03102106-03103106

Owner: County: Pacific Boring No./Test Pit: Reikkola 2 Depth: 3-15 in

Sample Location: Test Pit Two, West

State: WA

COMPLETE PRELIMINARY TESTS ON SOILS

Sieve Analysis

Soil Classification (DL145)

AASHTO

Unified

As Received Sieve Size % Passing

A-7-5(33) MH; Elastic silt pH Value (T289)

Apparent Specific Gravity (TI 00)

Natural Moisture (T265) (Sample dried at 140 OF), %

Atterberg Limits (T89) Liquid Limit Plasticity Index

R Value Results (WL190) R Value By Exudation at 300 psi R Value By Expansion R Value At Equilibrium Density At R Value, pcf Moisture at R Value, %

G R-SA-C LAY

NIA

68.80 40.5

L Y I ~ I MURPHY, ater rials Laboratory Chief -U For: JOHN SNYDER, Materials Engineer

Page 1 of 1 pages (W-06-003730)

6 10 E. Fifth St, Vancouver, WA 9866 1

Test Report Issued: 03 Mar 2006 Lab Control Number: W-06-0034-SO

Project Name: Willapa Bay RRP Sample No: R-1 Project Number: Sampled By: M. Ulrich

Acct. No.: 151 7530000001 51 O.DO.Fl90.53 Date Sampled: 2/08/2006

Submitted By: M. Ulrich Address: WFLHD, Geotechnical Branch Phone: (360)619-7816 Vancouver, WA 98661

Fax: (360)619-7845

Sample of: Date Received: 211 012006 Quantity Rep: No. & Containers: 2 Sacks

Dates Tested: 03102106-03103106

Owner: County: Pacific Boring No./lest Pit: Reikkola 1 Depth: 4-24 in

Sample Location: Test Pit One, east

State: WA

COMPLETE PRELIMINARY TESTS ON SOILS

Sieve Analysis

Soil Classification (DL145)

AASHTO

Unified pH Value (T289)

Apparent Specific Gravity (TI 00)

Atterberg Limits (T89) Liquid Limit Plasticity Index

R Value Results (WL190) R Value By Exudation at 300 psi R Value By Expansion R Value At Equilibrium Density At R Value, pcf Moisture at R Value, %

As Received Sieve Size % Passing

A-7-5(24) GR-SA-C LAY

MH; Elastic silt

NIA

72.30 39.1

V - - For: JOHN SNYDER, Materials Engineer

Page 1 of 1 pages (W-06-0034-SO)

61 0 E. F i f i St, Vancouver, WA 9866 1

Test Report Issued: 03 Mar 2006 Lab Control Number: W-06-0036430

Project Name: Willapa Bay RRP Sample No: R-I b Project Number: Sampled By: M. Ulrich

Acct. No.: 151 7530000001 51 0.DO.Fl90.53 Date Sampled: 2/08/2006

Submitted By: M. Ulrich Address: WFLHD, Geotechnical Branch Phone: (360)619-7816 Vancouver, WA 98661

Fax: (360)619-7845

Sample of: Date Received: 211 012006 Quantity Rep: No. & Containers: 1 Baggie

Dates Tested: 0211 012006 - 02/28/2006

Owner: County: Pacific State: WA Boring No./Test Pit: Reikkola 1 Depth: 15-24 in

Sample Location: Test Pit One, east

ROUTINE IDENTIFICATION ON SOILS

Sieve Analysis Sieve Size

Soil Classification (DL145)

AASHTO

Unified

As Received % Passing

A-7-5(31) MH; Elastic silt pH Value (T289)

Apparent Specific Gravity (TI 00)

Natural Moisture (T265) (Sample dried at 140 OF), %

Atterberg Limits (T89) Liquid Limit Plasticity Index

Organic Content by % Loss On Ignition (T267)

G R-SA-C LAY

Page 1 of 1 pages (W-06-0036-SO)