Attachment_3_Geotechnical_Report.pdf

Price Road Geotechnical Report

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TABLE OF CONTENTS

Page

1.0 SUMMARY

2.0 PROPOSED CONSTRUCTION

3.0 INVESTIGATION PROCEDURE

3.1 FIELD INVESTIGATION

3.2 LABORATORY TESTING

3.3 REPORT PREPARATION

4.0 SITE CONDITIONS

4.1 SITE DESCRIPTION

4.1.1 Site Overview

4.1.2 Area Geology

4.1.3 Site Topography

4.2 SOILS

4.3 BEDROCK

4.4 GROUNDWATER

5.0 ENGINEERING ANALYSES AND RECOMMENDATIONS

5.1 GRAVEL ROAD DESIGN

5.1.1 Roadway Site Clearing and Subgrade Preparation

5.1.2 Borrow Sources

5.1.3 Roadway Fill Materials

5.1.4 Roadway Fill Placement and Compaction

5.1.5 Backslopes

5.2 CORROSION POTENTIAL

5.2.1 Minimum Resistivity

5.2.2 Water Soluble Sulfates

5.3 OTHER CONSIDERATIONS

5.4 CONSTRUCTION OBSERVATIONS

6.0 LIMITATIONS

7.0 REFERENCES

LIST OF TABLES

Table 1 Laboratory Testing Summary Table 2 Soil Type Descriptions

Table 3 Gravel Road Design Parameters Table 4 Gravel Road Design Options Table 5 Geogrid Specifications

Table 6 Pit Run/Roadway Fill Specification

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Table 7 Crushed Aggregate Base Specification Table 8 Soil Resistivity Measurements Table 9 Water Soluble Sulfates

APPENDICES

Appendix A Figures Appendix B Test Pit Logs Appendix C Laboratory Test Results Appendix D Photographs

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1.0 SUMMARY

DOWL conducted a geotechnical investigation for the proposed Price Road Project located near Casper, Wyoming (Figure 1 – Appendix A).

The scope of services included excavating test pits and field observations, laboratory testing, engineering analyses, and furnishing this geotechnical report. The purposes were to investigate soil and groundwater conditions, evaluate soil-engineering properties, identify potential borrow sources, and to provide recommendations to support design and construction of gravel road elements.

Soil conditions along the existing road alignment generally consist of fine to coarse-grained alluvium with localized areas of man-placed fill. Similarly, borrow sites generally consist of fine to coarse-grained alluvium with localized areas of previously placed fill. The fine-grained alluvial soils typically provide poor support for gravel roads and are susceptible to environmental effects such as swelling and frost heave. The coarse-grained soils tend to provide fair to good support for gravel roads, but are susceptible to environmental effects such as frost heave.

In general, the soils encountered should provide adequate support for gravel surfaced roads providing subgrade improvement, acceptable gravel structural sections, and geotextile/geogrid reinforcement are utilized where necessary.

This report, including engineering analyses, recommendations, figures, and design details are exclusive to the above referenced site. Under no circumstances shall the figures be separated from the text and used independently. Recommendations in this report are not applicable to other construction sites.

2.0 PROPOSED CONSTRUCTION

Proposed new construction for the Price Road Project includes reconstruction of the existing two-track road totaling approximately 2.2 miles. It is anticipated that reconstruction will include improvements to horizontal and vertical alignments, installation of new culverts, and gravel surfacing.

At the time of the investigation, construction had not begun.

3.0 INVESTIGATION PROCEDURE

3.1 FIELD INVESTIGATION

Fieldwork conducted on December 7, 2016 consisted of site observations and excavating seven

(7) exploratory test pits using a mini-excavator. Test pits were excavated along the existing roadway alignment and at potential borrow sources to depths ranging between 6 and 10 feet in

- 2 -order to observe subgrade conditions and obtain representative samples.

Soil type, thickness, and relative moisture content were observed and documented by a DOWL Geotechnical Engineer. Bulk and grab samples were collected. As the excavations progressed, soil samples were taken for field classification (ASTM D 2488) and groundwater levels were measured after excavation and sampling were complete. All test pits were backfilled with excavated material. Soil samples were transported to the DOWL laboratory where index and engineering property tests were conducted. Approximate test pit locations are shown on Figure 2 (Appendix A). Subsurface logs are attached in Appendix B. Photographs taken during field investigations are included in Appendix D.

Site conditions may be variable and actual soil conditions encountered in excavations may differ somewhat from those represented in the test pit logs. Final logs contain factual and interpretive information. On the final logs, horizontal lines, designating the interface between differing materials encountered, represent approximate boundaries. The transition between soil layers is typically gradual.

3.2 LABORATORY TESTING

“Disturbed” bulk and grab samples were collected during the field investigation. Laboratory testing was completed on select soil samples to assist in soil classification and to characterize soil engineering properties. Laboratory testing included the following:

TABLE 1

LABORATORY TESTING SUMMARY

Test Purpose of Test Unified Soil Classification System

ASTM D 2487

Classifies soils based on general index testing.

Natural Moisture Content

ASTM D 2216

Provides a measure of natural (in-situ) water content.

Atterberg Limits

ASTM D 4318

Provides an indicator of the consistency and swell potential of clay soils.

Particle-Size Distribution

ASTM C 117/136/D 421

Provides a measure of grain sizes of the soils for classification and identification of physical characteristics.

Moisture-Density Relationship (Standard Proctor)

ASTM D 698

Provides a measure of the relationship of water content to the density of soil during compaction.

California Bearing Ratio

ASTM D 1883

Provides a measure of the support characteristics for the soil.

Resistivity, pH, and SO4 Provides a measure of deleterious effects of the soils on buried metals and concrete.

Laboratory tests were performed in general accordance with the most recent ASTM or other

- 3 -procedures standard to the industry. Results are discussed in the Soil Section below and shown on the subsurface test pit logs in Appendix B. Laboratory test sheets are attached in Appendix C.

3.3 REPORT PREPARATION

This report presents site and test pit location maps; geologic logs; geotechnical engineering analyses; and recommendations.

4.0 SITE CONDITIONS

4.1 SITE DESCRIPTION

4.1.1 Site Overview

The proposed Price Road Project is located approximately 18-miles southwest of Casper, Wyoming along the existing Price Road located in portions of Sections 13, 14, 23, and 24, T. 31 N., R.82 W., Natrona County, Wyoming (Figure 1 – Appendix A).

The existing road alignment is located between County Road 316 and the North Platte River and serves primarily as river access. Price Road essentially makes a loop from County Road 316 down to the River and back to the County road.

4.1.2 Area Geology

The project area is situated in an intermountain valley bordered by the Laramie Mountain Range on the east and the Shirley Mountains to south and the Rattlesnake Range to the west. The North Platte River runs through the valley. The project site is located in the eastern extremity of the valley on alluvial deposits overlying bedrock of the Lance and Cody Shale Formations.

4.1.3 Site Topography

The site topography along the existing alignment is variable and ranges from gently sloping areas to relatively steep slopes near the river. Site elevations typically range from approximately 5,268 to 5,350 feet above sea level.

4.2 SOILS

Existing Road Alignment Soil conditions along the existing road alignment generally consist of coarse-grained and fine-grained alluvium with localized areas of man-placed fill comprised of native coarse-grained soils. The coarse-grained material consists of gravel, cobbles, and sand while the fine-grained soils consist of combinations of silt, clay, and fine sand.

- 4 -

The coarse-grained material extended from the ground surface to depths ranging from approximately 5.0 feet below the existing ground surface and the test pit termination depths of approximately 8.0 to 9.0 feet (TP-1, TP-2, & TP-3).

The fine-grained soil was encountered at depths ranging from the ground surface (TP-4) to 5.0 feet below the ground surface (TP-2) and extended to the termination depths of the test pits.

Borrow Sites Soil conditions at the borrow sites generally consist of fine grained and coarse-grained alluvium with localized areas of man-placed fill comprised of fine-grained native soils. The coarse-grained material consists of combinations of sand, gravel, and cobbles while the fine-grained soils consist of silt, clay, and fine sand.

The coarse-grained material was encountered at depths ranging between the ground surface and approximately 5.0 feet below the existing ground surface and extended to depths ranging between approximately 7.0 feet and the termination depths of the test pits (~9.0 to 10.0 feet).

The fine-grained soils were encountered at the ground surface and extended to depths of between

4.0 and 5.0 feet below the existing ground surface (BP-1 & BP-3). In BP-1 the fine-grained material was also encountered beneath the coarse grained soils at a depth of 7.0 feet.

Refer to the soil boring logs in Appendix B for graphical interpretations of the soil profiles. The following describes the various soil types encountered during the subsurface exploration and associated laboratory testing results.

- 5 -

TABLE 2

SOIL TYPE DESCRIPTIONS

1.

Soil Type2.

USCS3.

Classificati on

Moist. Color

In-situ Moisture Content, Atterberg Limits4.

Misc Engineering Properties4.

Coarse-grained Fill SW-SM Frozen to dry Brown 2.6

LL = NV

PI = NP

CBR = 21.8

γmax = 127.2 pcf Mopt = 8.6%

Fine-grained Fill ML/CL Frozen to dry Light brown to dark brown

5.7 -- --

Coarse-grained Alluvium

SM/SP-SM

Frozen to dry to moist

Light brown to brown

2.7 to 5.6 LL = 18 to 19 PI = NP to 1 γmax = 117.5 to 120.8 pcf Mopt = 11.3 to 13.2%

Fine-grained Alluvium

ML/CH

Frozen to dry to moist

Dark brown to brown to light grey

6.8 to 23.6 LL = 23 to 71 PI = 2 to 51

CBR = 2.0

γmax = 100.5 to 110.6 pcf Mopt =14.1 to 21.6%

1.Typical properties and conditions encountered.

2.Based on field observations and laboratory test results.

3.SM = Silty Sand/Silty Sand with Gravel, SP-SM = Poorly Graded Silty Sand with Gravel, SW-SM = Well Graded Silty Sand with Gravel, CL = Lean Clay, CH = Fat Clay, ML = Silt 4.LL = Liquid Limit, PI = Plasticity Index, NV = Non-viscous, NP = Non-plastic, CBR = California Bearing Ratio γmax = maximum dry unit weight (standard proctor), Mopt = optimum moisture content (standard proctor)

- 6 -

4.3 BEDROCK

Based on the published geologic map of Wyoming by Love and Christiansen (1985), the project site is underlain by bedrock of the Cody Shale and Lance Formations, consisting of sandstone, siltstone, and shale with conglomerate beds. Bedrock was not encountered during the test pit excavations.

4.4 GROUNDWATER

Groundwater was not encountered during the subsurface exploration, however is expected to correspond with the free water surface of the nearby river. Groundwater and soil moisture conditions will likely fluctuate in response to seasonal precipitation, runoff, and snowmelt.

5.0 ENGINEERING ANALYSES AND RECOMMENDATIONS

5.1 GRAVEL ROAD DESIGN

Multiple gravel section alternatives are provided for the proposed roadway. Design criteria are based on test pit observations and field and laboratory classification of soil types. Design methodologies are consistent with methods suggested in AASHTO Guide for Design of Pavement Structures, 1993.

If soil conditions vary from those observed in soil borings, DOWL should be notified and provided an opportunity to review design assumptions.

Subgrade soils encountered between 2 and 5 feet below the existing road elevation generally consist of combinations of clay, silt, sand, and gravel, which typically are poor to good subgrade materials depending on composition. California Bearing Ratio (CBR) values range from 2.0 to

21.8. These values are considered very poor to good strength for gravel road subgrade. In order to select a design CBR value representative of the entire roadway, both laboratory results and empirical correlations were analyzed. Based on this analysis, a design CBR value of 5.0 was selected.

In addition to the support characteristics exhibited by the subgrade soils, the fine-grained soils are susceptible to environmental effects such as swelling and frost heave while the coarse-grained soils are susceptible to frost heave. These environmental effects have been accounted for in the following designs and recommendations. The gravel road designs assume all organic topsoil will be stripped.

To develop gravel section recommendations, average daily traffic (ADT) has been estimated to be 20 vehicles per day based on information provided by the Bureau of Land Management (BLM). It has been assumed that each vehicle will generate a single trip. It has also been assumed that vehicles will consist predominately of normal sized pickups. Based on these

- 7 -assumptions, Price Road classifies as a Low Truck Volume gravel road.

Gravel road design parameters are based on laboratory test results, estimated traffic volumes, use of published data, and engineering judgment. Table 3 summarizes the design parameters utilized in conjunction with the previously presented traffic and soil data in the gravel section evaluations and designs.

TABLE 3

GRAVEL ROAD DESIGN PARAMETERS

Parameter Value Notes General

Terminal Serviceability 2.0 AASHTO Growth 0% Based on road use Climate Region VI

Gravel Road Section Design Life 20 years Reliability 60 AASHTO Standard Deviation Serviceability Loss

0.45 2.5

AASHTO

Aggregate Loss 1.0 inch Allowable Rutting 2.0 inches Geogrid LCR CBR 4 to 6

1.41

Minimum Gravel Thickness 4 inches Based on constructability

As gravel sections generally exceed design minimums, an option utilizing base course reduction through the use of geogrid reinforcement has been provided in addition to options without the base course reduction. Evaluations utilize Layer Coefficient Ratios (LCR), which are dependent on the soil subgrade strength. This approach is based on reducing the thickness of the base course by comparing reinforced base course with unreinforced base course.

Unless specifically listed in the design option tables, geogrid was not included in gravel section thickness design. Geogrid should conform to the specifications in Table 5.

The following table summarizes gravel road options.

- 8 -

TABLE 4

GRAVEL ROAD DESIGN OPTIONS

REQUIRED SN = 1.26

Option Material Thickness Structural

Coefficient Structural Number (inches)

Crushed Aggregate Base 9 0.14 1.26

Total Thickness 9.00 1.26

Crushed Aggregate Base

Pit Run

0.14 0.08

0.84 0.48

Total Thickness 12.00 1.32

Crushed Aggregate Base

With Geogrid 7 0.20 1.40

Total Thickness 7.00 1.40

Based on an in-depth analysis of potential swelling and frost heave of the native soils it is anticipated that the performance period (time until terminal serviceability is reached) of the above recommended sections may be reduced due to vertical soil movement. We strongly recommend the following to facilitate reaching the desired performance period, regardless of which option in Table 4 is selected:

1. A separation/stabilization fabric is suggested between the gravel section and native subgrade to reduce the potential for fines migration into pit-run and crushed aggregate base. A woven fabric such as Propex 250ST or equivalent is recommended.

2. An engineered maintenance program.

3. Heavy construction equipment associated with construction (especially of subsequent phases) may result in the terminal serviceability being reached prematurely. For this reason, it is recommended that construction traffic on the finished gravel road be limited to times of the year when the subgrade soils are not saturated.

The above sections appear to be acceptable for use in the native soil. Proper subgrade preparation should include scarifying, moisture conditioning, and re-compacting as discussed below.

5.1.1 Roadway Site Clearing and Subgrade Preparation

Based on the materials encountered in the test pits, conventional earthmoving equipment should be capable of excavating the site soils.

Site preparation should consist of stripping the existing vegetation, topsoil, and loose surficial

- 9 -materials from the proposed roadway. Low ground pressure equipment, such as tracked or lightly loaded equipment, may be required depending on field conditions during the time of construction. Topsoil depth is minimal across much of the site and is anticipated to generally be less than 6 inches. In some areas, the topsoil thickness may exceed 6 inches. Topsoil should be completely removed prior to placement of fill materials or gravel. All exposed subgrade surfaces should be free of mounds and depressions, which could prevent uniform compaction. If previously placed fills, obstructions, or deleterious materials are encountered during site clearing or grading, such features should be removed and the excavation thoroughly cleaned prior to placement of fill. Previously placed fill consisting of compacted granular soils will not require removal.

Subgrade, pit-run, and crushed aggregate base should be graded to drain. Saturation of base materials will substantially reduce the road life expectancy. Additionally, a collection system with proper grading should be incorporated into the roadway to collect and convey surface water and prevent ponding.

All exposed soils that will receive base materials should be scarified to a minimum depth of 6 inches, conditioned to near optimum moisture content, and re-compacted to 95% of ASTM D

698. Materials which do not exhibit a typical well defined moisture density curve, should be compacted to 70% relative density according to ASTM D 4253 and D 4254. In addition to compaction requirements, proof rolling of the subgrade prior to fill placement is recommended to further identify yielding soils. Fill should not be placed on frozen or improperly moisture conditioned subgrade.

Depending on final grades, subgrade soils may be soft and moist to wet, particularly during times of elevated precipitation. The use of heavy equipment may cause rutting or pumping of the wet, fine-grained subsoils. If compaction or proof rolling (static wheel rolling to an unyielding state) of subgrade soils is not practical due to excessive moisture or if the contractor’s use of excessively heavy equipment causes pumping/rutting or an otherwise “failed” subgrade, the subsoils should be over-excavated with low-ground pressure equipment to a depth of 2 feet or as determined by the project engineer and replaced with compacted pit-run type material. A geogrid meeting the following specifications in conjunction with a woven separation/stabilization fabric such as Propex 250ST is recommended at the base of the excavation to both provide increased support and to prevent fines migration into the pit-run gravel. The recommended gravel section may be placed on the improved subgrade.

- 10 -

TABLE 5

GEOGRID SPECIFICATIONS

Property Test Method

MARV*

(MD)

MARV*

(CMD)

Ultimate Tensile Strength ASTM D 6637 1,300 lb/ft 1,900 lb/ft Tensile Strength @ 2% Strain ASTM D 6637 400 lb/ft 600 lb/ft Tensile Strength @ 5% Strain ASTM D 6637 800 lb/ft 1,300 lb/ft Junction Strength GRI GG2 850 lb/ft 1,200 lb/ft Flexural Rigidity (Stiffness) ASTM D 5732-01 250,000 mg-cm Aperture Size Measured 0.5 to 3.0 inches UV Resistance (at 500 hrs) ASTM D 4355 70%

*Minimum Average Roll Values, MD – machine direction, CMD – cross machine direction

The use of poor construction practices such as repeated wheel loading with heavy or over-sized equipment is not the responsibility of the Owner/Client or DOWL. Haul routes and heavy vehicle traffic shall be spread out across the site as much as possible, while remaining within established disturbance limits, to help prevent “failed” subgrade. It is the contractor’s responsibility to maintain site drainage during construction.

When geogrid is utilized, installation should consist of placement of woven geotextile fabric directly on prepared subgrade followed by the geogrid and then the aggregate fill.

5.1.2 Borrow Sources

During the subsurface exploration three (3) potential borrow locations along the existing roadway were investigated. Two of the locations contain granular material suitable for roadway fill (BP-2 & BP-3), however BP-3 exhibited approximately 5.0 feet of less suitable fine-grained overburden that will require removal to reach the underlying granular soil. Borrow materials that contain high silt or clay fractions may result in a material that is highly moisture sensitive and prone to swelling and/or frost heave. For this reason, use of such material should be used with caution with the understanding that long-term maintenance will be negatively impacted. Of the sources investigated, BP-2 appears to be the most viable. It should be anticipated that site soils will undergo volume changes during the excavation and placement processes and some on-site processing may be necessary.

5.1.3 Roadway Fill Materials

In general, pit-run gravel composed of relatively well-graded sand and gravel mixtures and free of organics and deleterious materials may be used as roadway fill. Particles larger than 3-inches in diameter will impede compaction and should be removed. As discussed above, site soils consisting of fine-grained soils may be used as fill material; however, use of these materials may

- 11 -reduce the life of the proposed road due to consolidation and swelling. It is anticipated that fill from on-site borrow sources will be suitable as roadway fill. If imported pit run/roadway fill is required, it should conform to the following specifications. Please note that, based on limited laboratory testing, granular soils from borrow sources BP-2 and BP-3 also meet the following requirements.

TABLE 6

PIT RUN/ROADWAY FILL SPECIFICATION

Gradation Percent finer by weight 3-inch 100

No. 4 Sieve 50–100 No. 200 Sieve 25 maximum

Liquid Limit/Plasticity Index

25/10 maximum

Crushed aggregate base should conform to the following requirements or be approved by the project Geotechnical Engineer:

TABLE 7

CRUSHED AGGREGATE BASE SPECIFICATION

WYDOT GRADING W

Sieve Size (inch) Percent finer by weight

1 ½-inch 100 1-inch 90-100 ½-inch 60-85 No. 4 45-65 No. 8 33-53

No. 200 3-12 Liquid Limit, max 30

Plasticity Index 4 to 12

Coarse-grained aggregate associated with fill or crushed base should consist of hard, durable particles that do not breakdown when alternately frozen and thawed or due to moisture content increases.

5.1.4 Roadway Fill Placement and Compaction

Fill material should be placed in 6 to 8-inch loose lifts, moisture-conditioned to near optimum moisture content, and compacted to at least 95% of ASTM D 698. If density tests taken in the fill indicate compaction is not being achieved, fill should be scarified or removed, moisture-conditioned to within ±2 percent of optimum moisture content, and re-compacted and re-tested.

No fill should be placed over frozen ground.

- 12 -

5.1.5 Backslopes

Backslopes should be graded to 3H:1V or flatter. Backslopes steeper than 3H:1V should be evaluated by the Geotechnical Engineer for stability. Retaining walls should be considered in areas where space restrictions result in a backslope steeper than 2H:1V.

5.2 CORROSION POTENTIAL

5.2.1 Minimum Resistivity

Resistivity measurements obtained from soils encountered 5 to 6 feet below the existing ground surface are summarized in the following table.

The USDA Natural Resources Conservation Service (NRCS) criteria for anticipated corrosion activity to buried metal are:

Under 1,000 ohm-cm Very Severe 1,000-2,000 Severe 2,000-5,000 Moderate 5,000-10,000 Slight Over 10,000 Non-corrosive

Based on the test results, the site soils have moderate corrosion potential to buried metal. Any buried metal (i.e., pipe, valves, fittings, etc.) should be protected by means of cathodic protection, coatings, or other approved protection methods.

5.2.2 Water Soluble Sulfates

Water-soluble sulfate tests were performed on the soil recovered from the subsurface exploration at depths of approximately 5 to 6 feet below the existing ground surface in order to determine corrosivity of the soil on concrete. Results provided by Precision Analysis of Riverton, WY, are summarized in the following table.

TABLE 8

SOIL RESISTIVITY MEASUREMENTS

Borehole Depth

(ft) USCS pH

In-Situ Resistivity (ohm-cm)

Saturated Resistivity (ohm-cm)

Anticipated Corrosion Activity to

Metal TP-1 5.0-6.0 SW-SM 8.22 45,980 3,614 Moderate

- 13 -

The Portland Cement Association criteria for sulfate exposure to buried concrete are:

0 – 0.10% Negligible

0.10 – 0.20% Moderate

0.20 – 2.0% Severe Over 2.0% Very Severe

The test results show that the sulfate exposure from the majority of site soils is negligible. Based on the natural soil water-soluble sulfates, we recommend that either Type I or Type II Portland cement be used for all concrete in contact with the natural soils.

5.3 OTHER CONSIDERATIONS

Subsurface conditions identified in this report are based on information gained from a limited number of exploratory test pits and may vary significantly between test pits. Additionally, past fill areas that are encountered during construction may create exceptions to the soil conditions identified herein.

5.4 CONSTRUCTION OBSERVATIONS

A representative of DOWL should observe construction of any road elements recommended in this report. Recommendations in this report are contingent upon our involvement. If any unexpected soils or conditions are revealed during construction, Geotechnical personnel of DOWL should be notified immediately to observe conditions and make necessary modifications.

6.0 LIMITATIONS

The conclusions and recommendations presented in this report assume that the nature of the project is consistent with assumptions presented herein and that site conditions are not substantially different from those exposed by the explorations. If during construction, subsurface conditions are observed or appear to be present that are different from those encountered in the explorations, DOWL geotechnical staff should be advised promptly so that those conditions can be reviewed and recommendations reevaluated, where necessary. DOWL geotechnical personnel should review all final designs to verify that recommendations provided herein have been properly implemented.

TABLE 9

WATER SOLUBLE SULFATES

Borehole Depth (ft) USCS Results Sulfate

Exposure TP-1 5.0-6.0 SW-SM 0.01% Negligible

- 14 -

If there is a substantial lapse of time between submission of this report and the start of work, and if conditions have changed due to natural causes or construction operations, DOWL should review this report to determine the applicability of the conclusions and recommendations considering the changed conditions.

This report was prepared for use by the owner and their representatives. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions.

This report, including engineering analyses, recommendations, figures, and design schematics are exclusive to the above referenced site. Under no circumstances shall the figures or subsurface logs be separated from the text and used independently. Recommendations in this report are not applicable to other construction sites.

These services have been performed in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar time and budgetary constraints. No warranty is made or implied.

Any conclusions by a construction contractor or bidder relating to construction means, methods, techniques, sequences, or costs based upon the information provided in this report are not the responsibility of the Client or DOWL.

- 15 -

7.0 REFERENCES

AASHTO, 1993, AASHTO Guide for Design of Pavement Structures.

Love, J.D. and Christiansen, A.C., 1985, Geologic Map of Wyoming; Prepared by the U.S.

Geological Survey and the Wyoming Geological Survey, Scale: 1:500,000.

Wyoming Department of Transportation, 2010, Specifications for Road and Bridge Construction, Sections 400, 500, and 800.

Wyoming GIS Data Server, http://wygisc.org/dataserver

U.S. Department of the Interior Bureau of Land Management, 2011, Roads Design Handbook – 9113-1.

Geotechnical Report BLM Price Road Natrona County, Wyoming

PEOPLE

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Appendix A Figures

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Legend Site Vicinity

PROJECT LOCATION

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Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community

BP 1

BP 2

BP 3

TP 1

TP 2

TP 3

TP 4

NOTE: TEST PIT LOCATIONS ARE APPROXIMATE

AND HAVE NOT BEEN SURVEYED

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Appendix B Test Pit Logs

7.5

5347.5

5342.5

Sandy SILT (ML); frozen, light brown, with occasional gravel and organics [Fill]

Grades dry below 1.0 foot

4.0

Silty SAND; moist, light brown, fine grained with occasional gravel [Alluvium]

Grades brown with occasional mineralization below 5.0 feet

Occasional cobbles below 6.0 feet

7.0

Sandy CLAY; dry, dark brown, laminated with roots and occasional gravel [Alluvium]

10.0

BK-1

BK-2

BK-3

Moisture = 5.7% -200 = 58.1%

Moisture = 5.6% -200 = 49.1% Sand = 49.9% Gravel = 1.0%

Project No.: 0011.21400.01 LOG OF TEST PIT NO. BP-1

CLIENT

KLJ

PROJECT

Price Road

SITE

Natrona County, Wyoming

TEST PIT LOCATION

See Figure

Notes/Remarks: Termination Depth (ft): 10.0 Initial Water Depth: Final Water Depth:

DOWL

945 Lincoln Steet, P.O. Box 1655

Lander, WY 82520 Telephone: (307) 332-3285

Fax: (307) 332-5795

STARTED 12/7/16 FINISHED 12/7/16

EX. CO. Artery EQUIPMENT Mini-Ex

LOGGED BY B Roberts CHECKED BY K Jones

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N U

M B

E R

12 24 36 48

PL LL

ADDITIONAL

DATA/

REMARKS

Surface Elevation: 5350

W.C.

Sheet 1 of 1

7.5

5342.5

5337.5

Silty SAND; frozen, light brown, fine grained with occasional gravel and organics and trace cobbles [Alluvium] Grades dry below 1.0 foot

Occasional mineralization below 2.0 feet

Grades moist below 6.0 feet

Grades with less gravel below 9.0 feet

10.0

BK-1

BK-2 Moisture = 2.7% -200 = 8.5% Sand = 91.5%

Project No.: 0011.21400.01 LOG OF TEST PIT NO. BP-2

CLIENT

KLJ

PROJECT

Price Road

SITE

Natrona County, Wyoming

TEST PIT LOCATION

See Figure

Notes/Remarks: Termination Depth (ft): 10.0 Initial Water Depth: Final Water Depth:

DOWL

945 Lincoln Steet, P.O. Box 1655

Lander, WY 82520 Telephone: (307) 332-3285

Fax: (307) 332-5795

STARTED 12/7/16 FINISHED 12/7/16

EX. CO. Artery EQUIPMENT Mini-Ex

LOGGED BY B Roberts CHECKED BY K Jones

D E

P T

H

F T

MATERIAL DESCRIPTION

G R

A P

H

IC

L O

G

E

LE

V A

T

IO

N

F T

B U

LK

SAMPLES

N U

M B

E R

12 24 36 48

PL LL

ADDITIONAL

DATA/

REMARKS

Surface Elevation: 5347

7.5

5267.5

5262.5

Sandy SILT (ML); frozen, brown with occasional organics [Alluvium]

Grades dry below 1.0 foot

Grades moist below 3.0 feet

5.0

Silty SAND; moist, light brown, fine to medium grained with occasional mineralization [Alluvium]

Grades with gravel below 8.0 feet

9.0

BK-1

BK-2

Moisture = 6.8% -200 = 64.6% Sand = 35.4%

LL = 23

PI = 2

Project No.: 0011.21400.01 LOG OF TEST PIT NO. BP-3

CLIENT

KLJ

PROJECT

Price Road

SITE

Natrona County, Wyoming

TEST PIT LOCATION

See Figure

Notes/Remarks: Termination Depth (ft): 9.0 Initial Water Depth: Final Water Depth:

DOWL

945 Lincoln Steet, P.O. Box 1655

Lander, WY 82520 Telephone: (307) 332-3285

Fax: (307) 332-5795

STARTED 12/7/16 FINISHED 12/7/16

EX. CO. Artery EQUIPMENT Mini-Ex

LOGGED BY B Roberts CHECKED BY K Jones

D E

P T

H

F T

MATERIAL DESCRIPTION

G R

A P

H

IC

L O

G

E

LE

V A

T

IO

N

F T

B U

LK

SAMPLES

N U

M B

E R

12 24 36 48

PL LL

ADDITIONAL

DATA/

REMARKS

Surface Elevation: 5268

7.5

5272.5

Well Graded Silty SAND with Gravel (SW-SM);

frozen, brown, fine to coarse grained with occasional cobbles and trace organics [Fill] Grades dry below 1.0 foot

8.0

Silty SAND, moist, brown, fine to coarse grained with occasional iron oxide staining [Alluvium]

9.0

BK-1

BK-2 Moisture = 2.6% -200 = 5.1% Sand = 69.5% Gravel = 25.4%

LL = NV

PI = NP

CBR = 21.8

Trash encountered @ 6.0 feet

Project No.: 0011.21400.01 LOG OF TEST PIT NO. TP-1

CLIENT

KLJ

PROJECT

Price Road

SITE

Natrona County, Wyoming

TEST PIT LOCATION

See Figure

Notes/Remarks: Termination Depth (ft): 9.0 Initial Water Depth: Final Water Depth:

DOWL

945 Lincoln Steet, P.O. Box 1655

Lander, WY 82520 Telephone: (307) 332-3285

Fax: (307) 332-5795

STARTED 12/7/16 FINISHED 12/7/16

EX. CO. Artery EQUIPMENT Mini-Ex

LOGGED BY B Roberts CHECKED BY K Jones

D E

P T

H

F T

MATERIAL DESCRIPTION

G R

A P

H

IC

L O

G

E

LE

V A

T

IO

N

F T

B U

LK

SAMPLES

N U

M B

E R

12 24 36 48

PL LL

ADDITIONAL

DATA/

REMARKS

Surface Elevation: 5277

7.5

5272.5

Poorly Graded Silty SAND (SP-SM); frozen, brown, fine grained with occasional gravel and cobbles and trace organics [Alluvium] Grades dry below 1.0 foot

Occasional iron oxide staining below 4.0 feet

5.0

Fat CLAY (CH); moist, light grey with occasional mineralization and iron oxide staining [Alluvium]

8.0

BK-1

BK-2

BK-3

Moisture = 3.2% -200 = 9.7% Sand = 53.1% Gravel = 37.2%

LL = 19

PI = NP

Moisture = 23.6% -200 = 91.4%

LL = 51

PI = 33

Project No.: 0011.21400.01 LOG OF TEST PIT NO. TP-2

CLIENT

KLJ

PROJECT

Price Road

SITE

Natrona County, Wyoming

TEST PIT LOCATION

See Figure

Notes/Remarks: Termination Depth (ft): 8.0 Initial Water Depth: Final Water Depth:

DOWL

945 Lincoln Steet, P.O. Box 1655

Lander, WY 82520 Telephone: (307) 332-3285

Fax: (307) 332-5795

STARTED 12/7/16 FINISHED 12/7/16

EX. CO. Artery EQUIPMENT Mini-Ex

LOGGED BY B Roberts CHECKED BY K Jones

D E

P T

H

F T

MATERIAL DESCRIPTION

G R

A P

H

IC

L O

G

E

LE

V A

T

IO

N

F T

B U

LK

SAMPLES

N U

M B

E R

12 24 36 48

PL LL

ADDITIONAL

DATA/

REMARKS

Surface Elevation: 5276

7.5

5272.5

5267.5

Silty SAND (SM); frozen, light brown, fine to medium grained with occasional gravel and trace organics [Alluvium] Grades dry below 1.0 foot

Grades moist below 3.0 feet

Grades with more gravel below 7.0 feet

8.0

Grades medium to coarse grained with less silt below 8.0 feet

BK-1

BK-2

BK-3

Moisture = 5.2% -200 = 45.4%

Moisture = 5.1% -200 = 44.1% Sand = 46.8% Gravel = 9.1%

LL = 18

PI = 1

Project No.: 0011.21400.01 LOG OF TEST PIT NO. TP-3

CLIENT

KLJ

PROJECT

Price Road

SITE

Natrona County, Wyoming

TEST PIT LOCATION

See Figure

Notes/Remarks: Termination Depth (ft): 8.0 Initial Water Depth: Final Water Depth:

DOWL

945 Lincoln Steet, P.O. Box 1655

Lander, WY 82520 Telephone: (307) 332-3285

Fax: (307) 332-5795

STARTED 12/7/16 FINISHED 12/7/16

EX. CO. Artery EQUIPMENT Mini-Ex

LOGGED BY B Roberts CHECKED BY K Jones

D E

P T

H

F T

MATERIAL DESCRIPTION

G R

A P

H

IC

L O

G

E

LE

V A

T

IO

N

F T

B U

LK

SAMPLES

N U

M B

E R

12 24 36 48

PL LL

ADDITIONAL

DATA/

REMARKS

Surface Elevation: 5274

5282.5

Fat CLAY (CH); frozen, brown with trace organics [Alluvium]

Moderate mineralization below 4.0 feet

6.0

BK-1

Moisture = 15.1% -200 = 96.7% Sand = 3.3%

LL = 71

PI = 51

CBR = 2.0

Project No.: 0011.21400.01 LOG OF TEST PIT NO. TP-4

CLIENT

KLJ

PROJECT

Price Road

SITE

Natrona County, Wyoming

TEST PIT LOCATION

See Figure

Notes/Remarks: Termination Depth (ft): 6.0 Initial Water Depth: Final Water Depth:

DOWL

945 Lincoln Steet, P.O. Box 1655

Lander, WY 82520 Telephone: (307) 332-3285

Fax: (307) 332-5795

STARTED 12/7/16 FINISHED 12/7/16

EX. CO. Artery EQUIPMENT Mini-Ex

LOGGED BY B Roberts CHECKED BY K Jones

D E

P T

H

F T

MATERIAL DESCRIPTION

G R

A P

H

IC

L O

G

E

LE

V A

T

IO

N

F T

B U

LK

SAMPLES

N U

M B

E R

12 24 36 48

PL LL

ADDITIONAL

DATA/

REMARKS

Surface Elevation: 5285

SOIL CLASSIFICATION/LEGEND

Uni f ied Soi l C lassi f icat ion System

Criteria for Assigning Group Symbols and Names

Soil Classification

Generalized Group Descriptions

COARSE-GRAINED SOILS GRAVELS CLEAN GRAVELS GW Well-Graded gravels More than 50% More than 50% of Less than 5% fines GP Poorly graded gravels retained on coarse fraction GRAVELS w/ FINES GM Gravel and silt No. 200 sieve retained on No. 4 More than 12% fines mixtures sieve GC Gravel & clay mixtures SANDS CLEAN SANDS SW Well-graded sands 50% or more of Less than 5% fines SP Poorly-graded sands coarse faction SANDS with FINES SM Sand and silt mixtures passes No. 4 sieve More than 12% fines SC Sand and clay mixtures FINE-GRAINED SOILS SILTS & CLAYS CL Low-plasticity clays 50% or more passes Liquid limit INORGANIC ML Non-plastic and low-the No. 200 sieve less than 50 plasticity silts Non-plastic and low plasticity organic clays

ORGANIC OL

Non-plastic and low-plasticity organic silts SILTS & CLAYS CH High-plasticity clays Liquid limit INORGANIC MH High-plasticity silts Greater than 50 High-plasticity organic clays

ORGANIC OH

High-plasticity organic soils

HIGHLY ORGANIC SOILS

Primarily organic matter, dark in color and organic odor

PT peat

Relat ive Densi ty or Consistency

Ut i l i z ing S tandard Penetrat ion Test Values

Cohesionless Soils(a) Cohesive Soils(b)

Density(c) N blows/ft(c)

Relative

Density

Consistency N blows/ft(c)

Undrained

Shear Strength(d)

(psf)

Very loose 0 to 4 0 - 15 Very soft 0 to 2 <250

Loose 4 to 10 15 - 35 Soft 2 to 4 250 - 500

Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 500 - 1000

Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000

Very Dense Over 50 >85 Very Stiff 15 to 30 2000 - 4000

Hard Over 30 >4000

(a) Soils consisting of gravel, sand, and silt, either separately or in combination, possessing no characteristics of plasticity and exhibiting drained behavior.

(b) Soils possessing the characteristics of plasticity, and exhibiting undrained behavior.

(c) Undrained shear strength = ½ unconfined compressive strength.

(d) Qp - Denotes pocket penetrometer field measurement (tons per square foot) approximation to unconfined compressive strength.

Descr ip t ive Terminology Denot ing Component Proport ions

Descriptive Terms Range of Proportion

Trace 0 – 5 Little 5 – 12

Some or Adjective(a) 12 – 30 And 30 – 50

(a) Use gravelly, sandy or silty as appropriate.

Component Def in i t ions By Gradat ion

Component Size Range

Boulders Larger than 12-in.

Cobbles 3-in. to 12-in.

Gravel 3-in. to No. 4 (4.75 mm)

Coarse gravel 3-in. to ¾-in.

Fine gravel ¾-in. to No. 4 (4.75 mm)

Sand No. 4 (4.75 mm) to No. 200 (.075 mm)

Coarse sand No. 4 (4.75 mm) to No. 10 (2.0 mm)

Medium sand No. 10 (2.0 mm) to No. 40 (0.425 mm)

Fine sand No. 40 (0.425 mm) to No. 200

(0.074 mm)

Silt and Clay Smaller than No. 200 (0.075 mm)

Samples

SS Split Spoon Sampler (2.0” OD)

LSS Large Split Spoon (3.0" OD) qp Pocket Penetrometer

SH Shelby Tube

DM Dames and Moore Sampler

Cut Cuttings Sample

B Bulk (BB or SB)

C Cored

Unless otherwise noted, drive samples advanced with 140-lb. hammer and 30-in. drop.

Laboratory Tests Test Designation

Moisture M Density D

Grain Size G Hydrometer H

Atterberg Limits LL, PI Consolidation C Unconfined U UU Triax UU CU Triax CU CD Triax CD

Permeability P Unconfined Compressive Strength Qp

Si l t and Clay Descr ip t ions Description Typical Unified Designation

Silt ML (non-plastic) Clayey Silt CL-ML (low plasticity)

Silty Clay, Lean Clay CL Clay, Fat Clay CH

Plastic Silt MH Organic Soils OL, OH, Pt

Natrona County, Wyoming

PEOPLE

WHO MAKE

IT HAPPEN

Appendix C Laboratory Test Results

0011.21400.01 Price Road

SUMMARY OF PHYSICAL PROPERTIES TEST RESULTS

LA

B

N U

M B

E R

LO

C

A T

IO

N

S A

M P

LE

N

U M

B E

R

D E

P T

H R

A N

G E

C

LA

S S

IF

IC

A T

IO

N

S

Y M

B O

L (A

S T

M

F

IN

E S

S M

A

LL

E R

T H

A

0.

m m

S A

N D

N O

. 2

(0 .0 m

T O

N O

. 4 (4

.7 m m

G R

A V

E L

N O

. 4 (4

.7 m

IN

.2 m m

C O

B B

LE

S

IN

.2

C

N S

O

LI

D A

T

IO

N C

O E

F c

S W

E

LL

C O

E F

C s

M A

X

IM

U M

D R

Y U

IT

W

E

IG

H T

D

P C

F

O P

T

IM

U M

M O

IS

T

U R

N T

E N

T

LI

Q

U

ID

L

IM

IT

P

LA

S T

IC

IT

Y

IN

D E

X

N A

T U

R A

L M

O

IS

T U

R

IN

-S

IT

U

U N

IT

W

E

IG

H

D

Y

P C

F

F R

IC

T

IO

N

A N

G

LE

D

G R

E E

S

C O

H E

S

IO

N

P S

F

O R

G A

N

IC

S

C A

LI

F

O R

N

IA

B E

A R

IN

G

A T

IO

8889 BP-1 BK-1 1-2' 58.1 5.7

8886 BP-1 BK-2 4-5' 49.1 49.9 1.0 117.5 13.2 5.6

8890 BP-2 BK-2 6-7' 8.5 91.5 0.0 2.7

8891 BP-3 BK-1 3-4' ML 64.6 35.4 0.0 110.6 14.1 23 2 6.8

8885 TP-1 BK-2 5-6' SW-SM 5.1 69.5 25.4 127.2 8.6 NV NP 2.6 21.8

8894 TP-2 BK-2 4-5' SP-SM 9.7 53.1 37.2 19 NP 3.2

8895 TP-2 BK-3 5-6' CH 91.4 51 33 23.6

8896 TP-3 BK-1 3-4' 45.4 5.2

8897 TP-3 BK-2 4-5' SM 44.1 46.8 9.1 120.8 11.3 18 1 5.1

8888 TP-4 BK-1 3-4' CH 96.7 3.3 0.0 100.5 21.6 71 51 15.1 2.0

1 11/7/2017

(no specification provided)*

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

Silty SAND

3/4" 1/2" 3/8" #4 #8

#16 #30 #50

#100 #200

100.0 99.3 99.3 99.0 98.7 98.5 97.7 93.3 77.0 49.1

SM

0.2452 0.1964 0.0965 0.0765

12/8/16 cnp

JAK

Lab Manager

12/7/16

KLJ

Price Road

0011.21400.01

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Source of Sample: BP-1 Depth: 4.0 Sample Number: BK-2

Client:

Project:

Project No: Figure

TEST RESULTS

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 1.0 0.4 2.1 47.4 49.1 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Particle Size Distribution Report

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

Silty SAND

3/8" #4 #8

#16 #30 #50

#100 #200

100.0 100.0

99.8 99.4 96.7 73.8 28.9

8.5 0.4383 0.3791 0.2418

0.2095 0.1533 0.1029

0.0813 2.98 1.20

12/8/16

CNP

JAK

Lab Manager

12/7/16

KLJ

Price Road

0011.21400.01

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Source of Sample: BP-2 Depth: 6.0 Sample Number: BK-2

Client:

Project:

Project No: Figure

TEST RESULTS

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 0.0 0.3 10.7 80.5 8.5 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

Sandy SILT

#8 #16 #30 #50

#100 #200

100.0 100.0

99.9 99.7 93.1 64.6

21 23 2

ML A-4(0)

0.1347 0.1172

12/8/16

CNP

JAK

Lab Manager

12/7/16

KLJ

Price Road

0011.21400.01

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Source of Sample: BP-3 Depth: 3.0 Sample Number: BK-1

Client:

Project:

Project No: Figure

TEST RESULTS

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 0.0 0.0 0.1 35.3 64.6 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

Well Graded Silty SAND with Gravel

3" 2"

1 1/2" 1"

3/4" 1/2" 3/8" #4 #8

#16 #30 #50

#100 #200

100.0 95.8 93.3 90.7 86.4 82.0 79.9 74.6 66.1 47.4 25.1 15.8

9.8 5.1

NP NV NP

SW-SM A-1-b

24.0042 17.2514 1.7941

1.2753 0.7161 0.2736

0.1546 11.60 1.85

CNP

JAK

Lab Manager

KLJ

Price Road

0011.21400.01

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Source of Sample: TP-1 Depth: 5.0 Sample Number: BK-2

Client:

Project:

Project No: Figure

TEST RESULTS

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 13.6 11.8 12.0 43.5 14.0 5.1 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

Poorly Graded Silty SAND with Gravel

2" 1 1/2"

1" 3/4" 1/2" 3/8" #4 #8

#16 #30 #50

#100 #200

100.0 98.1 88.0 82.6 76.1 71.8 62.8 52.0 42.6 31.9 20.0 13.0

9.7

NP 19 NP

SP-SM A-1-a

27.4848 21.9626 3.9453

2.0545 0.5403 0.1945

0.0812 48.58 0.91

12/8/16 12/16/16

CNP

JAK

Lab Manager

12/7/16

KLJ

Price Road

0011.21400.01

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Source of Sample: TP-2 Depth: 4.0 Sample Number: BK-2

Client:

Project:

Project No: Figure

TEST RESULTS

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 17.4 19.8 13.2 23.9 16.0 9.7 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

Silty SAND

1" 3/4" 1/2" 3/8" #4 #8

#16 #30 #50

#100 #200

100.0 92.3 92.3 91.8 90.9 90.1 89.2 87.0 79.2 63.6 44.1

17 18 1

SM A-4(0)

2.2250 0.4645 0.1311 0.0919

12/8/16

CNP

JAK

Lab Manager

12/7/16

KLJ

Price Road

0011.21400.01

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Source of Sample: TP-3 Depth: 4.0 Sample Number: BK-2

Client:

Project:

Project No: Figure

TEST RESULTS

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 7.7 1.4 1.0 5.8 40.0 44.1 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

Remarks

Fat CLAY

#16 #30 #50

#100 #200

100.0 100.0

99.7 99.1 96.7

20 71 51

CH A-7-6(56)

12/8/16

CNP

JAK

Lab Manager

12/7/16

KLJ

Price Road

0011.21400.01

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:

Tested By:

Checked By:

Title:

Date Sampled:Source of Sample: TP-4 Depth: 3.0 Sample Number: BK-1

Client:

Project:

Project No: Figure

TEST RESULTS

Opening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel Fine Coarse Medium

% Sand Fine Silt

% Fines Clay

0.0 0.0 0.0 0.0 0.1 3.2 96.7 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Tested By: BVR

LIQUID AND PLASTIC LIMITS TEST REPORT

P

LA

S

T

IC

IT

Y

IN

D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

SOIL DATA

SYMBOL SOURCE

NATURAL

USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

Client:

Project:

Project No.: Figure

KLJ

Price Road

BP-3 BK-1 3.0 6.8 21 23 2 ML

Tested By: CNP

P

LA

S

T

IC

IT

Y

IN

D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

SOIL DATA

SYMBOL SOURCE

NATURAL

USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

Client:

Project:

Project No.: Figure

KLJ

Price Road

TP-1 BK-2 5.0 2.6 NP NV NP SW-SM

P

LA

S

T

IC

IT

Y

IN

D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

SOIL DATA

SYMBOL SOURCE

NATURAL

USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

Client:

Project:

Project No.: Figure

KLJ

Price Road

0011.21400.01

TP-2 BK-2 4.0 3.2 NP 19 NP SP-SM

TP-2 BK-3 5.0 23.6 18 51 33 CH

P

LA

S

T

IC

IT

Y

IN

D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

SOIL DATA

SYMBOL SOURCE

NATURAL

USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

Client:

Project:

Project No.: Figure

KLJ

Price Road

TP-3 BK-2 4.0 5.1 17 18 1 SM

P

LA

S

T

IC

IT

Y

IN

D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

SOIL DATA

SYMBOL SOURCE

NATURAL

USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

Client:

Project:

Project No.: Figure

KLJ

Price Road

TP-4 BK-1 3.0 15.1 20 71 51 CH

COMPACTION TEST REPORT

D ry d en si ty , p cf

Water content, %

11 12 13 14 15 16 17

13.2%, 117.5 pcf

ZAV for Sp.G. = 2.60

Test specification: ASTM D 698-12 Method A Standard

4.0 SM 5.6 1.0 49.1

Silty SAND

0011.21400.01 KLJ

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source of Sample: BP-1 Sample Number: BK-2

Figure

Maximum dry density = 117.5 pcf

Optimum moisture = 13.2 %

D ry d en si ty , p cf

Water content, %

9 10.5 12 13.5 15 16.5 18

14.1%, 110.6 pcf

ZAV for Sp.G. = 2.60

Test specification: ASTM D 698-12 Method A Standard

3.0 ML A-4(0) 6.8 23 2 0.0 64.6

Sandy SILT

0011.21400.01 KLJ

Test Date: 12/16/16

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source of Sample: BP-3 Sample Number: BK-1

Figure

Maximum dry density = 110.6 pcf

Optimum moisture = 14.1 %

D ry d en si ty , p cf

Water content, %

- Rock Corrected - Uncorrected

4 6.5 9 11.5 14 16.5 19

8.6%, 127.2 pcf

11.3%, 117.9 pcf

ZAV for Sp.G. = 2.65

Test specification:

ASTM D 4718-87 Oversize Corr. Applied to Each Test Point

ASTM D 698-12 Method A Standard

5.0 SW-SM A-1-b 2.6 2.65 NV NP 25.4 5.1

Well Graded Silty SAND with Gravel

0011.21400.01 KLJ

Test Date: 12/9/16

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Source of Sample: TP-1 Sample Number: BK-2

Figure

117.9 pcf Maximum dry density = 127.2 pcf

11.3 % Optimum moisture = 8.6 %

D ry d en si ty , p cf

Water content, %

9 10 11 12 13 14 15

11.3%, 120.8 pcf

ZAV for Sp.G. = 2.65

Test specification: ASTM D 698-12 Method A Standard

4.0 SM A-4(0) 5.1 18 1 9.1 44.1

Silty SAND

0011.21400.01 KLJ

Test Date: 12/16/16

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source of Sample: TP-3 Sample Number: BK-2

Figure

Maximum dry density = 120.8 pcf

Optimum moisture = 11.3 %

D ry d en si ty , p cf

96.5

99.5

102.5

Water content, %

17 19 21 23 25 27 29

21.6%, 100.5 pcf

ZAV for Sp.G. = 2.60

Test…