Lyons Ferry_Geotech Report_0002.pdf

Geotechnical Engineering Design Study

Lyons Ferry Fish Hatchery Pavement Evaluation Starbuck, Washington

Prepared for

KPFF and U.S. Fish and Wildlife Service

October 12, 2018 15999‐08

300 West 15th Street

Vancouver, Washington 98660-2927

360.448.4189

Geotechnical Engineering Design Study

Lyons Ferry Fish Hatchery Pavement Evaluation

Prepared for

KPFF and U.S. Fish and Wildlife Service

Prepared by

Hart Crowser, Inc.

Allison M. Pyrch, PE Garry E. Horvitz, PE, LEG Associate, Geotechnical Engineer Principal, Geotechnical Engineer

Contents

1.0 INTRODUCTION AND PROJECT DESCRIPTION 1

2.0 SCOPE OF SERVICES 1

3.0 SITE CONDITIONS 2

3.1 Geologic and Soils Mapping 2

3.2 Surface Conditions 2

3.3 Subsurface Conditions 3

3.3.1 Pavement and Soils 3

3.3.2 Groundwater 4

3.3.3 Subsurface Liner 4

4.0 CONCLUSIONS 4

5.0 PAVEMENT DESIGN AND CONSIDERATIONS 5

5.1 General 5

5.2 Roadway Traffic 5

5.3 Design Parameters 5

5.4 Pavement Sections 6

5.5 Pavement Materials and Construction 6

5.5.1 AC 6

5.5.2 Aggregate Base 6

5.5.3 AC Grind and Repurpose 6

6.0 EARTHWORK RECOMMENDATIONS 7

6.1 Site Preparation 7

6.1.1 Demolition 7

6.1.2 Subgrade Preparation 7

6.2 Structural Fill and Backfill 7

6.2.1 On‐Site Soils 8

6.2.2 Recycled AC and Aggregate Base 8

6.2.3 Aggregate Base 8

6.2.4 Imported Select Structural Fill 8

6.3 Fill Placement and Compaction 8

6.4 Excavation 9

6.5 Dewatering and Temporary Drainage 9

7.0 CONSTRUCTION OBSERVATIONS 10

8.0 LIMITATIONS 10

9.0 REFERENCES 11

ii | Contents

TABLES

1 Lyons Ferry Fish Hatchery Pavement Cores 3

2 Pavement Thickness Options 6

3 Guidelines for Uncompacted Lift Thickness 9

FIGURES

1 Vicinity Map

2 Exploration Plan

APPENDIX A

Field Explorations

APPENDIX B

Laboratory Testing

Geotechnical Engineering Design Study

Lyons Ferry Fish Hatchery Pavement Evaluation

1.0 INTRODUCTION AND PROJECT DESCRIPTION

Hart Crowser, Inc. is pleased to present this report to KPFF and the U.S. Fish and Wildlife Service (USFWS) outlining our geotechnical engineering conclusions and pavement design recommendations related to the

Lyons Ferry Fish Hatchery Pavement Evaluation project in Starbuck, Washington. Our work was performed in general accordance with the Agreement for Subconsultant Services with KPFF dated August 17, 2018.

The USFWS is planning to repair or replace the pavement within the hatchery. Based on information provided by KPFF, the existing pavement was placed in 1985. USFW records indicate that the asphalt at the hatchery covers approximately 430,000 square feet and makes up access roads to the site, parking areas, storage areas, and internal access roads around the site. The location of the site is shown on Figure 1. The existing site layout and exploration locations are shown on Figure 2. Appendices A and B present exploratory logs and laboratory test results, respectively.

2.0 SCOPE OF SERVICES

The purpose of this work was to evaluate the existing pavement section and subgrade, evaluate existing conditions, and provide recommendations for replacement of the existing pavement. Our complete scope of work is summarized below.

Reviewed relevant, readily available geologic maps and geotechnical reports that cover the site vicinity to evaluate regional soil mapping and local soil and groundwater conditions.

Conducted field explorations, including:

Advancing 20 borings, Completing 20 Dynamic Cone Penetrometer (DCP) probes, and

Obtaining 20 pavement cores from the existing pavement within the hatchery and access road.

Maintained a log of the subsurface conditions and soils encountered in the explorations and collected soil samples for laboratory testing.

Conducted engineering analyses to evaluate pavement conditions and replacement alternatives.

Prepared this geotechnical report outlining our findings and recommendations, including information related to the following:

Subsurface soil, rock, and groundwater conditions;

Site preparation and grading guidelines;

An evaluation of pavement repair alternatives; and

2 | Lyons Ferry Fish Hatchery Pavement Evaluation

American Association of State Highway and Transportation Officials (AASHTO)‐based pavement design parameters for new pavements.

Provided project management and support services, including coordinating staff and subcontractors and conducting telephone consultations and email communications with the design team.

3.0 SITE CONDITIONS

3.1 Geologic and Soils Mapping

The geology of the site is mapped in the Geologic Map of the Connell 1:100,000 Quadrangle, Washington as the gravel facies of the cataclysmic Missoula outburst flood deposits (Gulick 1994). Gulick (1994) describes these deposits as poorly sorted angular to subrounded pebbles to boulders in a gravel and sand matrix. Based on our experience with these deposits in other areas, they are often overlain by the finer sand and silt facies of the Missoula flood deposits. Gulick (1994) maps the fine‐grained flood deposits at just higher elevations in the general area of the project.

The U.S. Department of Agriculture Web Soil Survey website (USDA) has mapped two near surface soil types within the project site. These soils include the Farrel loam (0 to 5 percent slopes) and the Quincy fine sand (0 to 15 percent slopes). The Farrel loam is mapped in the southeastern approximately two‐thirds of the site, and the Quincy fine sand is mapped in the northwestern third of the site.

The Farrel loam is described as loam (0 to 7 inches) to silt loam (7 to 41 inches) to loamy coarse sand (41 to

48 inches) to coarse sand (48 to 60 inches) derived from glaciofluvial deposits with a mantle of loess deposited on terraces. It is described as well drained with a moderately high to high hydraulic conductivity

(0.6 to 2 inches/hour) in the most restrictive layer with a restrictive layer at 40 to 60 inches. The Quincy fine sand is described as fine sand derived from mixed aeolian sands deposited on terraces. It is described as excessively drained with high to very high hydraulic conductivity (6 to 20 inches/hour) with a restrictive feature at more than 80 inches.

3.2 Surface Conditions

The project area is located southwest of State Route (SR) 261 and is accessed via an unnamed access road from SR 216. The travel lane width is approximately 15 to 20 feet across the site. At the southwest corner of the site, a fenced area exists at which the pavement width varies from approximately 50 feet to 80 feet

(based on aerial photographs). Planter strips and grass are also present across the site.

In general, severe alligator cracking was observed on the access road and in most of the site, except at the north to northwest side on the hatchery where the cracking was not as extensive. Transverse cracking at a spacing of approximately 20 to 30 feet apart was observed across the site. Areas of the roadway that were single‐lane sections were typically in very poor condition. In addition, a few isolated potholes were observed at the southwest corner of the site.

Lyons Ferry Fish Hatchery Pavement Evaluation | 3

Fatigue cracking typically occurs in areas subjected to repeated traffic loadings (wheel paths). Fatigue cracking is characterized by a series of interconnected cracks in early stages of development. It usually develops into many‐sided, sharp‐angled pieces, usually less than 12 inches on the longest side.

The causes of fatigue cracking are often attributable to subgrade soil failure or thin asphalt sections.

However, other causes can include poor drainage saturating subgrade soils and in turn result in subgrade softening and eventual failure. Repeated heavy wheel loading has also been found to result in fatigue cracking.

3.3 Subsurface Conditions

3.3.1 Pavement and Soils

We took core samples from the existing pavement at the locations of B‐1 through B‐20. The thickness of the obtained cores varied between approximately 0.9 and 4.5 inches. This layer was underlain by aggregate base ranging from approximately 3.5 to 10.5 inches thick. The base course generally consisted of crushed rock that was mixed with sand at some borings mostly located at the east side of the site. Table 1 summarizes the dimensions of the pavement cores.

Table 1 – Lyons Ferry Fish Hatchery Pavement Cores

Core Location

AC Thickness (inches)

Number of AC Layers Present

Aggregate Base Thickness (inches)

Subgrade Condition

B-1 1.5 1 10.5 Silty Sand

B-2 1.25 1 8.0 Silt

B-3 1.5 1 8.0 Not observed due to conflict

B-4 2.0 1 8.0 Sand with Silt

B-5 2.0 1 8.0 Silty Sand

B-6 0.9 1 8.0 Silty Sand

B-7 1.5 1 8.0 Silty Sand

B-8 1.75 1 8.0 Silty Gravel

B-9 1.5 1 8.0 Silty Sand

B-10 1.5 1 6.0 Silty Sand

B-11 3.0 1 6.0 Silty Sand

B-12 4.5 1 6.0 Not Observed

B-13 1.0 1 5.0 Sand with Silt

B-14 1.75 1 6.0 Silty Sand

B-15 1.75 1 6.0 Sand with Silt

B-16 1.75 1 6.0 Sand with Silt

B-17 1.75 2 3.5 Silty Sand

B-18 1.5 1 6.0 Sand with Silt

B-19 1.5 1 6.0 Silty Sand

B-20 2.0 1 6.0 Silt

Note: AC = asphaltic concrete

4 | Lyons Ferry Fish Hatchery Pavement Evaluation

Soil conditions interpreted from geologic maps and our explorations, in conjunction with soil properties inferred from field observations and laboratory tests, formed the basis for the conclusions and recommendations contained within this report. Appendix A describes our field exploration procedures and presents field data and boring logs, photographs of the pavement cores, and DCP probe data correlations.

Appendix B describes the laboratory testing completed on soil samples collected.

We explored subsurface soil and groundwater conditions at the project site by advancing 20 borings (B‐01 to

B‐20), 20 DCP probes, and 20 pavement cores. The borings were advanced to depths ranging from approximately 1 to 11.5 feet below ground surface (bgs). The pavement was underlain by a base course with the thickness varying between 5 and 8 inches. The base course was approximately 10.5 inches thick at B‐1 and approximately 3.5 inches thick at B‐17. Below the base course, poorly graded sand with silt and silty sand were encountered from approximately 1 to 5 feet bgs. The silty sand layer extended to approximately

11 feet bgs. This layer was underlain by a silt layer. A layer of poorly graded gravel with silt and sand was encountered at borings located at the west of B‐9 that started from approximately 5 to 7.5 feet bgs. The locations of the explorations are shown on Figure 2. The boring logs are included in Appendix A.

3.3.2 Groundwater

Groundwater was not encountered in any of our explorations to the depths explored. However, based on the relatively granular nature of the soil and the proximity to the adjacent river, we anticipate groundwater will closely follow the level of the river and could approach the ground surface during severe flooding of the river.

3.3.3 Subsurface Liner

Based on information from KPFF and the on‐site staff, we understand that an underground liner is present below the pavement section in the areas around the tanks in the central portion of the site. We did not penetrate this liner in our explorations at the request of USFW.

4.0 CONCLUSIONS

Based on our explorations, testing, and analyses, it is apparent that subsurface soil conditions are relatively uniform throughout the project area. The AC pavements are typically in poor condition. The project alignments are suitable for the proposed road construction, provided the recommendations in this report are included in design and construction.

We have completed our pavement design assuming two scenarios for the replacement of the existing pavement section: 1) The existing pavement section and aggregate base is removed and replaced with new AC and aggregate base; and 2) the existing AC section is ground, crushed, and compacted over the existing aggregate base section and a new section of AC is added. The latter will cause an increase in road grade elevations.

The following sections present our recommendations for geotechnical aspects of roadway design. Our geotechnical investigation and engineering analyses have been performed in accordance with generally accepted geotechnical practices. We have developed our conclusions and recommendations based on our current understanding of the project. If the nature of the project or location specific project elements area altered from those described in this report, Hart Crowser should be notified so we can confirm or modify our recommendations.

Lyons Ferry Fish Hatchery Pavement Evaluation | 5

5.0 PAVEMENT DESIGN AND CONSIDERATIONS

5.1 General

Flexible hot mix asphalt should be in conformance with the specifications provided in Washington State

Department of Transportation (WSDOT) Standard Specifications (WSS) 5 04 – Hot Mix Asphalt and

WSS 9 03.8 – Aggregates for Hot Mix Asphalt (WSDOT 2018).

5.2 Roadway Traffic

The following traffic loading criteria for the pavement design were based on traffic estimates provided by the Lyons Ferry Operations and Hatchery Reform Manager.

A 20‐year design life for new pavement

An average daily traffic (ADT) value of 100 vehicles per day

Vehicle types were broken into the following Federal Highway Administration (FHWA) classifications:

Types 1, 2, and 3 ‐ 98 percent of ADT total

Type 4,5,6, and 7 ‐ 1 percent of ADT total

Type 8,9, and 10 ‐ 1 percent of ADT total

All other types ‐ 0 percent of ADT

The traffic load mentioned above equates to approximately 30,000 equivalent single‐axle loads for a

20‐year pavement design life.

5.3 Design Parameters

The following pavement design parameters and assumptions were based on guidelines found in WSDOT

(2018) and AASHTO Guide for Design of Pavement Structures (AASHTO 1993).

Average resilient modulus of 3,500 pounds per square inch (psi) for native soil subgrade (This value is based on our in situ DCP testing and TRB Paper No. 99‐1007 data correlations.)

A resilient modulus of 20,000 psi for new base rock (A resilient modulus of 12,000 psi was used for the section where the existing pavement section is left in place.)

Structural coefficients of 0.5 and 0.13 for new asphalt and existing section/base rock layers, respectively

Structural coefficient of 0.070 for a native soil subgrade

Reliability of 85 percent with initial and terminal serviceability of 4.2 and 2.5, respectively

Subgrade near the subsurface liner was consistent with the subgrade in other sections of the site

6 | Lyons Ferry Fish Hatchery Pavement Evaluation

5.4 Pavement Sections

The following section describes options for new and/or rehabilitated pavements on each project road segment. New pavement sections and rehabilitated pavements were designed for a 20‐year design life.

The existing pavement section at the hatchery is in poor condition with longitudinal cracking and the onset of fatigue cracking. We note that the AC thickness is variable, ranging between approximately 0.9 and

4.5 inches throughout the section, with an average value of approximately 2 inches. The thickness of aggregate base is relatively uniform varying between approximately 5 and 8 inches (refer to Section 3.3.1

Pavement and Soils). However, the quality of the existing aggregate base is relatively poor, since it has become contaminated with silt and sand and will not drain as readily as newly imported clean crushed rock.

We have developed two pavement alternatives, a completely new pavement section with new aggregate base and a new pavement section using the existing AC as repurposed aggregate base. Thicknesses of the proposed aggregate base and AC sections are displayed in Table 2 below. If a pavement section with repurposed AC/base rock is chosen, we recommend the section be ground and crushed to a maximum size of 2 inches and recompacted with several passes of a large pneumatic vibratory roller until well keyed and firm. It should be noted that repurposing the existing AC will cause an increase in road grade elevation.

Table 2 – Pavement Thickness Options

Classification

AC

(inches) Aggregate Base

(inches) Notes

New Pavement Section 3.5 6.0 Demolish existing pavement section and replace with proposed section

New Pavement Section with

Repurposed AC

3.5 n/a

Crush and compact existing AC and place proposed AC section

5.5 Pavement Materials and Construction

5.5.1 AC

The AC binder should be PG 64‐22 Performance Grade Asphalt Cement according to WSS 9‐02.1(4) –

Performance Graded Asphalt Binder. The AC should be placed in lifts with minimum and maximum thickness of 2 and 3 inches, respectively, and be compacted to a minimum 92 percent of Rice Density of the mix, as determined in accordance with American Society for Testing and Materials (ASTM) D 2041.

5.5.2 Aggregate Base

Imported granular material used as aggregate base (base rock) beneath conventional AC pavement should meet the criteria specified in Section 6.2 Structural Fill and Backfill.

5.5.3 AC Grind and Repurpose

Grinding of existing AC should be completed in conformance with WSDOT Pavement Policy – Cold In‐Place

Recycling (WSDOT 2015).

Lyons Ferry Fish Hatchery Pavement Evaluation | 7

6.0 EARTHWORK RECOMMENDATIONS

Based on available information, we estimate mass grading for the site will be light, mainly consisting of minor cuts and fill to accommodate new or repurposed aggregate base sections.

All earthwork should be conducted in accordance with WSS (WSDOT 2018). Specific recommendations for earthwork are provided in the following sections.

6.1 Site Preparation

6.1.1 Demolition

Demolition should include complete removal of existing site improvements within areas to receive new pavements in accordance with WSS Section 2‐02 – Removal of Structures and Obstructions. Materials generated during demolition of existing improvements should be transported off‐site for disposal or stockpiled in areas designated by the USFWS. In general, these materials will not be suitable for reuse as engineered fill. However, asphalt materials may be crushed and recycled for use as aggregate base.

Repurposing of AC and aggregate base should meet the specifications described in Section 6.2 Structural

Fill and Backfill and should meet the requirements of Section 5.0 Pavement Design and Considerations.

6.1.2 Subgrade Preparation

Wherever possible, the contractor should work from existing paved surfaces and limit trafficking onto exposed soil subgrades. Following subgrade excavation or AC demolition/grinding, the suitability of the subgrade should be evaluated with a proof roll using a fully loaded dump truck or similar heavy rubber‐tired construction equipment. If soft or loose zones of subgrade are identified during the evaluation, then additional subgrade excavation may be required. Based on our subsurface investigations, it appears the site subgrades are typically silty sand. Loose silty sand soils are susceptible to disturbance if exposed to traffic or moisture. The contactor should take appropriate measures to minimize exposure of subgrade to moisture change and traffic after demolishing existing pavement. In addition, the subgrade should be covered during wet season prior to placement of new base and pavement. Care should be taken if wet silty subgrade is encountered. Vibratory compaction typically softens silty subgrade and can result in extra excavation.

6.2 Structural Fill and Backfill

Structural fill included all fill supporting the finished pavement section and will be limited to placement of aggregate base and backfilling of soft subgrade excavations. Fill should only be placed over a subgrade that has been prepared in accordance with Section 6.1 Site Preparation of this report. A variety of material may be used as structural fill at the site. However, all material used as structural fill should be free of organic matter or other unsuitable materials and should meet appropriate specifications provided in the 2018 WSS and per City standards. Fill and backfill materials should be placed and compacted in lifts with maximum uncompacted thicknesses and relative densities as recommended in Table 2.

A brief characterization of some of the acceptable materials and our recommendations for their use as structural fill are provided below.

8 | Lyons Ferry Fish Hatchery Pavement Evaluation

6.2.1 On‐Site Soils

In general, the native materials at the project area consist of silty sand and fine‐grained silt materials that will be adequate for reuse as structural fill. However, care should be taken when moisture conditioning these materials since these materials include high fines content that makes these soils moisture sensitive.

Native materials can be reused as structural fill, provided they are relatively free of organic debris or other deleterious materials, meet the specifications provided in WSS 7‐09.3(11) – Compaction of Backfill requirements, and as noted below.

6.2.2 Recycled AC and Aggregate Base

Existing AC and aggregate base from the site can be used in general structural fill, provided they are thoroughly and uniformly crushed with no particles greater than two‐thirds of the depth of the layer being placed. The recycled materials should meet the specifications provided in WSS 9‐03.14 – Borrow and

WSS 9‐03.14 – Recycled Material. We understand repurposing the existing AC as new aggregate base is desired to reduce construction costs. The AC can be repurposed in this manner provided the final product after crushing meets the specifications of WSS 9‐03‐.10 – Aggregate for Gravel Base and WSS 9‐03.14–

Recycled Material. We noted that the existing aggregate base appeared relatively dirty and do not recommend its reuse as new aggregate base.

6.2.3 Aggregate Base

Imported granular material used as aggregate base beneath pavements should be clean, crushed rock or crushed gravel and sand that is fairly well graded between coarse and fine. The base aggregate should meet the specifications provided in WSS 9‐03‐.10 – Aggregate for Gravel Base.

6.2.4 Imported Select Structural Fill

Imported granular material used as structural fill during periods of wet weather should be pit or quarry run rock, crushed rock, or crushed gravel and sand and should meet the specifications provided in WSS 9‐03.12

– Granular Backfill. The imported granular material should also be angular, fairly well graded between coarse and fine material, have less than 5 percent by dry weight passing the U.S. Standard No. 200 Sieve, and have at least two mechanically fractured faces.

6.3 Fill Placement and Compaction

Structural fill should be placed and compacted in accordance with WSS 2‐03.3(14) – Earthwork

Compaction requirements and the following guidelines.

Place fill and backfill on a prepared subgrade that consists of firm, inorganic native soils or approved structural fill.

Place fill or backfill in uniform horizontal lifts with a thickness appropriate for the material type and compaction equipment. Table 3 provides general guidance for uncompacted lift thicknesses.

Lyons Ferry Fish Hatchery Pavement Evaluation | 9

Table 3 – Guidelines for Uncompacted Lift Thickness

Compaction Equipment

Guidelines for Uncompacted Lift Thickness (inches)

Native Soils Granular and Crushed

Rock Maximum Particle Size < 1½ inch

Crushed Rock Maximum Particle Size > 1½ inch

Plate Compactors and

Jumping Jacks 4 – 8 4 – 8 Not Recommended

Rubber-Tire Equipment 6 – 8 10 – 12 6 – 8

Light Roller 8 – 10 10 – 12 8 – 10

Heavy Roller 10 – 12 12 – 18 12 – 16

Hoe Pack Equipment 12 – 16 18 – 24 12 – 16

Note: The above table is based on our experience and is intended to serve as a guideline. The information provided in this table should not be included in the project specifications.

Do not place fill and backfill until the required tests and evaluation of the underlying materials have been made and the appropriate approvals have been obtained.

Limit the maximum particle size within the fill to two‐thirds of the loose lift thickness.

Control the moisture content of the fill to within 3 percent of the optimum moisture content based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable

Proctor dry density.

Perform a representative number of in‐place density tests on structural fill during placement in the field, to verify adequate compaction. For structural fill with more than 30 percent retained on the 3/4‐ inch sieve, proper compaction should be verified with a proof roll or other performance methods.

6.4 Excavation

We do not anticipate planned cuts for the project, with the exception of excavation of existing aggregate base and loose to dense subgrade, if encountered. Site soils within expected excavation depths generally consist of crushed rock aggregate base, silty sand, and silt. In our opinion conventional earthmoving equipment in proper working condition should be capable of making necessary general excavations.

Cobbles and boulders were not encountered during our subsurface explorations. However, the earthwork contractor should be responsible for providing equipment and following procedures, as needed, to excavate the site soils, as described in this report, while protecting the subgrade if cobbles and boulders encountered. Excavations into cobbles and boulders may cause localized difficult excavation requiring larger excavation equipment.

6.5 Dewatering and Temporary Drainage

We do not anticipate perched groundwater within the depth of excavation; however, due to the proximity of the project to the adjacent stream, groundwater should be expected close to the elevation of the river.

(Refer to Section 3.3.2 Groundwater for a discussion of groundwater conditions at the site). Dewatering is

10 | Lyons Ferry Fish Hatchery Pavement Evaluation typically the responsibility of the contractor. Pumping from sumps located within the excavation will likely be effective in removing water resulting from seepage. Failure to dewater can result in issues, such as sidewall caving and sloughing, increased backfill and haul off requirements, and project delays.

During grading at the site, the contractor should be made responsible for temporary drainage of surface water as necessary to prevent standing water and/or erosion of the working surface. During rough and finished grading of the roadway alignment, the contractor should keep subgrade free of water.

7.0 CONSTRUCTION OBSERVATIONS

Satisfactory pavement and earthwork performance depends to a large degree on quality of construction.

Sufficient monitoring of the contractor’s activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. Subsurface conditions observed during construction should be compared with those encountered during subsurface explorations. Recognition of changed conditions often requires experience; therefore, Hart Crowser or their representative should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated.

We recommend that Hart Crowser be retained to monitor construction at the site to confirm that subsurface conditions are consistent with the site explorations and to confirm that the intent of project plans and specifications relating to earthwork and paving are being met. In particular, we recommend that subgrade preparation as well as placement and compaction of structural backfill, aggregate bases, and asphalt pavements be observed and/or tested by Hart Crowser.

8.0 LIMITATIONS

We have prepared this report for the exclusive use of to KPFF Consulting Engineers, the USFWS, and their authorized agents for the proposed Lyons Ferry pavement evaluation project at the Lyons Ferry Fish

Hatchery in Starbuck, Washington, in accordance with our subconsultant agreement. Our report is intended to provide our opinion of geotechnical parameters for design and construction of the proposed project based on exploration locations that are believed to be representative of site conditions. However, conditions can vary significantly between exploration locations and our conclusions should not be construed as a warranty or guarantee of subsurface conditions or future site performance.

Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty, express or implied, should be understood.

Any electronic form, facsimile, or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by Hart Crowser and will serve as the official document of record.

Lyons Ferry Fish Hatchery Pavement Evaluation | 11

9.0 REFERENCES

American Association of State Highway and Transportation Officials (AASHTO) 1993. AASHTO Guide for

Design of Pavement Structures, 1993.

Gulick, C.W. 1994. Geologic map of the Connell 1:100,000 quadrangle, Washington: Washington Division of Geology and Earth Resources, Open File Report 94‐14, scale 1:100,000.

Transportation Research Board, Use of Falling Weight Deflectometer and Dynamic Cone Penetration in

Pavement Evaluation, TRB Paper No. 99‐1007

U.S. Department of Agriculture (USDA) 2006. Web Soil Survey, http://websoilsurvey.sc.egov.usda.gov/.

Washington State Department of Transportation (WSDOT) 2018. Standard Specifications for Road, Bridge, and Municipal Construction, M 41‐10.

WSDOT 2015. Pavement Policy, Construction Division, June 2015.

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B-9 B-10 B-11B-12

B-13 B-14 B-15

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Source: Aerial photograph provided by Hexagon Imagery Program Data.

LEGEND

!( Boring

Survey Extent

APPENDIX A

Field Explorations

APPENDIX A

Field Explorations This appendix documents the processes Hart Crowser used to determine the nature (and quality) of the soil and groundwater underlying the project site addressed by this report. The discussion includes information on the following subjects.

Explorations and Their Locations, Borings, Soil Sampling Procedures

Pavement Cores, and

DCP Testing.

Explorations and Their Locations

A member of our engineering staff observed subsurface explorations for this project that included

20 borings, 20 DCP probes, and 20 pavement cores. The borings were advanced to depths ranging from approximately 1 foot to 11.5 feet bgs. The exploration logs in this appendix show our interpretation of the explorations, sampling, and testing data. The logs indicate the approximate depths where the soils change.

Note that soil changes may be gradual. In the field, we classified the samples taken from the explorations according to the methods presented on the Key to Exploration Logs. This key also provides a legend explaining the symbols and abbreviations used in the logs.

Figure 2 of the report shows the locations of the explorations. Exploration locations were located with a handheld GPS.

Borings

The borings were mechanically advanced using a solid‐stem auger on a trailer‐mounted drill rig operated by Dan Fischer Excavating. The drilling was continuously observed by geotechnical staff members the processes Hart Crowser used to determine the nature and quality of the soil and groundwater underlying the project site addressed by this report.

Soil Sampling Procedures

Soil samples were obtained from the borings using the following methods.

Sampling using a standard penetration test (SPT) sampler was completed in general conformance with

ASTM Test Method D 1586 "Standard Method for Penetration Test and Split‐Barrel Sampling of Soils."

The sampler was driven with a 140‐pound auto‐trip hammer falling 30 inches. The N value, or number of blows required to drive the sampler 1 foot or as otherwise indicated into the soils, is shown adjacent to the sample symbols on the boring logs. Disturbed samples were obtained from the sampler for subsequent classification and testing.

A-2 | Lyons Ferry Fish Hatchery Pavement Evaluation

Materials encountered in the explorations were classified in the field in general accordance with ASTM

Standard Practice D 2488 "Standard Practice for the Classification of Soils (Visual Manual Procedure)."

Soil classifications and sampling intervals are shown in the exploration logs in this appendix.

Pavement Cores

AC cores were obtained using a trailer‐mounted drill rig operated by Dan Fischer Excavating of Forest

Grove, Oregon. The AC cores were collected and delivered to our laboratory. The core information is included in the main body of the report and photographs of the cores are presented in this appendix.

DCP Testing

The DCP consists of a steel extension shaft assembly with a 60‐degree hardened steel cone tip attached to one end that is driven into the subgrade by means of a sliding dual mass hammer. Testing was conducted in accordance with ASTM D 6951/D 6951M‐09. Testing provides an evaluation of in‐place California

Bearing Ratio (CBR) and resilient modulus values for soils underlying pavements and proposed pavements.

DCP testing was conducted by a member of Hart Crowser’s geotechnical engineering staff.

Plots of the resilient modulus values estimated by the DCP testing (using TRB Paper No. 99‐1007 correlations) are included in this appendix.

Figure A-1Project:

Location:

Project No.:

Lyons Ferry Fish Hatchery Pavement Evaluation Starbuck, Washington 15999-08

Key to Exploration Logs Sheet 1 of 1

Moisture Dry Moist Wet

Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table

Cuttings

Very loose Loose

Medium dense Dense

Very dense to to to to to

>30 to to to to

>50

Very soft Soft

Medium stiff Stiff

Very stiff Hard

Well Symbols

Sample Description

Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs.

N (Blows/Foot)

SILT or CLAY Consistency

SAND or GRAVEL Relative Density

N (Blows/Foot)

Slough

Estimated Percentage

Well Tip or Slotted Screen

Clean Gravels

Gravels

Sands with few Fines

Sands

Sands with Fines

(>12% fines)

1.5" I.D. Split Spoon

3.0" I.D. Split Spoon

Core Run

Groundwater Indicators

Soil Test Symbols

Sonic Core

Thin-walled SamplerModified California Sampler

Grab

Sample Symbols

Groundwater Level on Date or At Time of Drilling (ATD)

Groundwater Level on Date Measured in Piezometer

Groundwater Seepage (Test Pits)

Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual-manual identification methods were used as a guide. Where laboratory testing confirmed visual-manual identifications, then ASTM D 2487 was used to classify the soils.

Gravels with Fines

Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt

(5-12% fines)

(>12% fines)

Poorly Graded Gravel with Clay;

Poorly Graded Gravel with Clay and Sand

Graph

GW-GM

Symbols

GW

GW-GC

GC

SW

SP

SW-SM

SW-SC

SP-SM

SP-SC

SM

SC

ML

MH

(<5% fines)

Poorly Graded Sand with Clay;

Poorly Graded Sand with Clay and Gravel

Typical Descriptions

Well-Graded Gravel;

Well-Graded Gravel with Sand

Poorly Graded Gravel;

Poorly Graded Gravel with Sand

Clayey Gravel;

Clayey Gravel with Sand

%F

AL

CA

CAUC

CAUE

CBR

CIDC

CIUC

CK0DC

CK0DSS

CK0UC

CK0UE

CRSCN

DSS

DT

GS

HYD

ILCN

K0CN

kc kf

MD

OC

OT

P

PID

PP

SG

TRS

TV

UC

UUC

VS

WC

Percent Passing No. 200 Sieve Atterberg Limits (%)

Chemical Analysis Consolidated Anisotropic Undrained Compression Consolidated Anisotropic Undrained Extension California Bearing Ratio Consolidated Drained Isotropic Triaxial Compression Consolidated Isotropic Undrained Compression Consolidated Drained k0 Triaxial Compression Consolidated k0 Undrained Direct Simple Shear Consolidated k0 Undrained Compression Consolidated k0 Undrained Extension Constant Rate of Strain Consolidation Direct Simple Shear In Situ Density Grain Size Classification Hydrometer Incremental Load Consolidation k0 Consolidation Constant Head Permeability Falling Head Permeability Moisture Density Relationship Organic Content Tests by Others Pressuremeter Photoionization Detector Reading Pocket Penetrometer Specific Gravity Torsional Ring Shear Torvane Unconfined Compression Unconsolidated Undrained Triaxial Compression Vane Shear Water Content (%)

Sand Pack

Monument Surface Seal

Bentonite Seal

Well Casing

Well-Graded Sand;

Well-Graded Sand with Gravel

Poorly Graded Sand;

Poorly Graded Sand with Gravel

Silty Sand;

Silty Sand with Gravel

Silty Gravel;

Silty Gravel with Sand

PT

CL-ML

Clayey Sand;

Clayey Sand with Gravel

Silt; Silt with Sand or Gravel;

Sandy or Gravelly Silt

Fine Grained Soils

More than 50% of Material

Passing No. 200 Sieve

Silts

Well-Graded Gravel with Silt;

Well-Graded Gravel with Silt and Sand

Well-Graded Gravel with Clay;

Well-Graded Gravel with Clay and Sand

Poorly Graded Gravel with Silt;

Poorly Graded Gravel with Silt and Sand

Sand and

Sandy Soils

More than 50% of Coarse

Fraction Passing No. 4

Sieve

Gravel and

Gravelly Soils

More than 50% of Coarse

Fraction Retained on No. 4 Sieve

Coarse Grained

Soils

More than 50% of Material

Retained on No. 200 Sieve

GP

GP-GM

GP-GC

GM

Major Divisions

Well-Graded Sand with Silt Well-Graded Sand with Silt and Gravel

(<5% fines)

Well-Graded Sand with Clay;

Well-Graded Sand with Clay and Gravel

Poorly Graded Sand with Silt;

Poorly Graded Sand with Silt and Gravel

(5-12% fines)

USCS

USCS Soil Classification Chart (ASTM D 2487)

Peat - Decomposing Vegetation - Fibrous to Amorphous Texture

Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic SoilOL/OH

CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay

Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean ClayCL

Clays

Organics

Highly Organic (>50% organic material)

(based on Atterberg Limits) Silty Clay Silty Clay; Silty Clay with Sand or Gravel;

Gravelly or Sandy Silty Clay

Sand, Gravel Trace Few Cobbles, Boulders Trace Few Little Some

Minor Constituents

<5 5 - 15

<5 5 - 10 15 - 25 30 - 45

Liquid Limit (LL) Water Content (WC) Plastic Limit (PL)

Signal Cable

Vibrating Wire Piezometer

(VP)

K E

Y T

O E

X P

L O

G S

S

O

IL

O N

LY

J:

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IN

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R

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LB

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S _F

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R Y

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H _H

A T

C H

E R

Y _P

A V

E M

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T _E

V A

LU

A

T

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N \F

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LD

D A

T A

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LO

R A

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N S

.G P

J m el is sa sc hw ei tz er

S-1

S-2

S-3

WC

8i n.

n.

Asphalt concrete (1.5-inch thick) Base aggregate (10.5-inch thick)

SILTY SAND (SM), loose, moist, brown, fine sand, slight mottling.

SILT (ML), stiff, moist, gray-brown, fine sand.

Bottom of Borehole at 6.5 feet.

Location and ground surface elevations are approximate.

Sample Data

B-1

Comments:

Boring Log

Date Started: 8/28/18 Date Completed: 8/28/18

Logged by: W. McDonald Checked by: R. Behzadpour

Vertical Datum: NAVD 88

Drilling Method: Solid Stem Auger

Hammer Type: Cathead

Total Depth: 6.5 feet

Horizontal Datum: WGS 84

Rig Model/Type: Buck Rogers / Trailer-mounted drill rig

Casing Diameter: NA

Drilling Contractor/Crew: Dan J. Fischer Excavating, Inc.

Location: Lat: 46.597758 Long: -118.222256

10 20 30 40

Hammer Drop Height (inches): 30Hammer Weight (pounds): 140

WC (%)

Hole Diameter: 4 inches

Measured Hammer Efficiency (%): NA

Depth to Groundwater: Not Identified

Ground Surface Elevation: 173.945 feet

Sheet 1 of 1

Figure A-2Project:

Location:

Project No.:

Lyons Ferry Fish Hatchery Pavement Evaluation Starbuck, Washington 15999-08

General Notes:

1. Refer to Figure A-1 for explanation of descriptions and symbols.

2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units.

3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487).

4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.

D ep th fe et

E le va tio n (f ee t)

D ep th fe et

G ra ph ic

L og

Number TestsR ec ov er y

B lo w C ou nt

T yp e

Le ng th in ch e

s) Material

Description

SPT N Value

H C

B O

R

IN

G L

O G

J

:\G

IN

T \H

C _L

IB

R

A R

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8/

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H _H

A T

C H

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Y _P

A V

E M

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T _E

V A

LU

A

T

IO

N \F

IE

LD

D A

T A

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8_

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P

LO

R A

T

IO

N S

.G P

J m el is sa sc hw ei tz er

0.0

2.5

5.0

7.5

10.0

12.5

2.

0.

7.

5.

2.

0.

0.0

2.5

5.0

7.5

10.0

12.5

GS, WC

n.

Asphalt concrete (1.25-inch thick) Base aggregate (8-inch thick)

SILT (ML), very stiff, moist, gray-brown, fine sand.

Bottom of Borehole at 6.5 feet.

Location and ground surface elevations are approximate.

Sample Data

B-2

Comments:

Boring Log

Date Started: 8/28/18 Date Completed: 8/28/18

Logged by: W. McDonald Checked by: R. Behzadpour

Vertical Datum: NAVD 88

Drilling Method: Solid Stem Auger

Hammer Type: Cathead

Total Depth: 6.5 feet

Horizontal Datum: WGS 84

Rig Model/Type: Buck Rogers / Trailer-mounted drill rig

Casing Diameter: NA

Drilling Contractor/Crew: Dan J. Fischer Excavating, Inc.

Location: Lat: 46.597601 Long: -118.223408

10 20 30 40

Hammer Drop Height (inches): 30Hammer Weight (pounds): 140

WC (%)

Hole Diameter: 4 inches

Measured Hammer Efficiency (%): NA

Depth to Groundwater: Not Identified

Ground Surface Elevation: 172.731 feet

Sheet 1 of 1

Figure A-3Project:

Location:

Project No.:

Lyons Ferry Fish Hatchery Pavement Evaluation Starbuck, Washington 15999-08

General Notes:

1. Refer to Figure A-1 for explanation of descriptions and symbols.

2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units.

3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487).

4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.

D ep th fe et

E le va tio n (f ee t)

D ep th fe et

G ra ph ic

L og

Number TestsR ec ov er y

B lo w C ou nt

T yp e

Le ng th in ch e

s) Material

Description

SPT N Value

Fines Content (%)

H C

B O

R

IN

G L

O G

J

:\G

IN

T \H

C _L

IB

R

A R

Y .G

LB

0/

8/

:2

\\P

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\1

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S _F

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R Y

_F

IS

H _H

A T

C H

E R

Y _P

A V

E M

E N

T _E

V A

LU

A

T

IO

N \F

IE

LD

D A

T A

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8_

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P

LO

R A

T

IO

N S

.G P

J m el is sa sc hw ei tz er

0.0

2.5

5.0

7.5

10.0

12.5

2.

0.

7.

5.

2.

0.

0.0

2.5

5.0

7.5

10.0

12.5

Asphalt concrete (1.5-inch thick) Base aggregate (8-inch thick)

Terminated due to presence of intake water line Bottom of Borehole at 0.8 feet.

Location and ground surface elevations are approximate.

B-3

Comments:

Boring Log

Date Started: 8/28/18 Date Completed: 8/28/18

Logged by: W. McDonald Checked by: R. Behzadpour

Vertical Datum: NAVD 88

Drilling Method: Solid Stem Auger

Hammer Type: Cathead

Total Depth: 0.8 feet

Horizontal Datum: WGS 84

Rig Model/Type: Buck Rogers / Trailer-mounted drill rig

Casing Diameter: NA

Drilling Contractor/Crew: Dan J. Fischer Excavating, Inc.

Location: Lat: 46.597509 Long: -118.224660

Hammer Drop Height (inches): 30Hammer Weight (pounds): 140

Hole Diameter: 4 inches

Measured Hammer Efficiency (%): NA

Depth to Groundwater: Not Identified

Ground Surface Elevation: 173.371 feet

Sheet 1 of 1

Figure A-4Project:

Location:

Project No.:

Lyons Ferry Fish Hatchery Pavement Evaluation Starbuck, Washington 15999-08

General Notes:

1. Refer to Figure A-1 for explanation of descriptions and symbols.

2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units.

3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487).

4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.

D ep th fe et

E le va tio n (f ee t)

D ep th fe et

G ra ph ic

L og Material

Description

H C

B O

R

IN

G L

O G

J

:\G

IN

T \H

C _L

IB

R

A R

Y .G

LB

0/

/1

:0

\\P

D X

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H _H

A T

C H

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Y _P

A V

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T _E

V A

LU

A

T

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N \F

IE

LD

D A

T A

\P E

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8_

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P

LO

R A

T

IO

N S

.G P

J m el is sa sc hw ei tz er

0.0

2.5

5.0

7.5

10.0

12.5

2.

0.

7.

5.

2.

0.

0.0

2.5

5.0

7.5

10.0

12.5

WC

S-3

WC

S-4

S-5 in

0i

1i n.

Asphalt concrete (2-inch thick) Base aggregate (8-inch thick)

POORLY GRADED SAND WITH SILT (SP-SM), loose, moist, light brown, fine sand.

SILTY SAND (SM), few subangular gravel, loose, moist, light brown, fine sand.

SILT (ML), few fine sand, medium stiff, moist, gray-brown, evidence of mottling.

Bottom of Borehole at 11.5 feet.

Location and ground surface elevations are approximate.

Sample Data

B-4

Comments:

Boring Log

Date Started: 8/29/18 Date Completed: 8/29/18

Logged by: W. McDonald Checked by: R. Behzadpour

Vertical Datum: NAVD 88

Drilling Method: Solid Stem Auger

Hammer Type: Cathead

Total Depth: 11.5 feet

Horizontal Datum: WGS 84

Rig Model/Type: Buck Rogers / Trailer-mounted drill rig

Casing Diameter: NA

Drilling Contractor/Crew: Dan J. Fischer Excavating, Inc.

Location: Lat: 46.597174 Long: -118.225611

10 20 30 40

Hammer Drop Height (inches): 30Hammer Weight (pounds): 140

WC (%)

Hole Diameter: 4 inches

Measured Hammer Efficiency (%): NA

Depth to Groundwater: Not Identified

Ground Surface Elevation: 171.8 feet

Sheet 1 of 1

Figure A-5Project:

Location:

Project No.:

Lyons Ferry Fish Hatchery Pavement Evaluation Starbuck, Washington 15999-08

General Notes:

1. Refer to Figure A-1 for explanation of descriptions and symbols.

2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units.

3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487).

4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.

D ep th fe et

E le va tio n (f ee t)

D ep th fe et

G ra ph ic

L og

Number TestsR ec ov er y

B lo w C ou nt

T yp e

Le ng th in ch e

s) Material

Description

SPT N Value

H C

B O

R

IN

G L

O G

J

:\G

IN

T \H

C _L

IB

R

A R

Y .G

LB

0/

8/

:2

\\P

D X

S R

V \D

A T

A \N

O T

E B

O O

K S

\1

_L Y

O N

S _F

E R

R Y

_F

IS

H _H

A T

C H

E R

Y _P

A V

E M

E N

T _E

V A

LU

A

T

IO

N \F

IE

LD

D A

T A

\P E

R M

_G

IN

T \1

8_

E X

P

LO

R A

T

IO

N S

.G P

J m el is sa sc hw ei tz er

0.0

2.5

5.0

7.5

10.0

12.5

0.

7.

5.

2.

0.

7.

0.0

2.5

5.0

7.5

10.0

12.5

S-3

WC

S-4

AL, WC

2i n.

Asphalt concrete (2-inch thick) Base aggregate (8-inch thick)

SILTY SAND (SM), loose, dry to moist, light brown to brown, fine sand.

SILTY SAND (SM), soft, dry to moist, brown to dark brown, fine sand.

SILT (ML), trace fine sand, soft, moist, gray-brown, low plasticity.

SILTY SAND (SM), dense, moist, dark brown, low plasticity fines, fractured rock at the bottom, possibly gravel in sampler shoe.

Bottom of Borehole at 11.5 feet.

Location and ground surface elevations are approximate.

Sample Data

B-5

Comments:

Boring Log

Date Started: 8/28/18 Date Completed: 8/29/18

Logged by: W. McDonald Checked by: R. Behzadpour

Vertical Datum: NAVD 88

Drilling Method: Solid Stem Auger

Hammer Type: Cathead

Total Depth: 11.5 feet

Horizontal Datum: WGS 84

Rig Model/Type: Buck Rogers / Trailer-mounted drill rig

Casing Diameter: NA

Drilling Contractor/Crew: Dan J. Fischer Excavating, Inc.

Location: Lat: 46.596961 Long: -118.226206

10 20 30 40

Hammer Drop Height (inches): 30Hammer Weight (pounds): 140

WC (%)

Hole Diameter: 4 inches

Measured Hammer Efficiency (%): NA

Depth to Groundwater: Not Identified

Ground Surface Elevation: 170.466 feet

Sheet 1 of 1

Figure A-6Project:

Location:

Project No.:

Lyons Ferry Fish Hatchery Pavement Evaluation Starbuck, Washington 15999-08

General Notes:

1. Refer to Figure A-1 for explanation of descriptions and symbols.

2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units.

3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487).

4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.

D ep th fe et

E le va tio n (f ee t)

D ep th fe et

G ra ph ic

L og

Number TestsR ec ov er y

B lo w C ou nt

T yp e

Le ng th in ch e

s) Material

Description

SPT N Value

PL LL

H C

B O

R

IN

G L

O G

J

:\G

IN

T \H

C _L

IB

R

A R

Y .G

LB

0/

8/

:2

\\P

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V \D

A T

A \N

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K S

\1

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S _F

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R Y

_F

IS

H _H

A T

C H

E R

Y _P

A V

E M

E N

T _E

V A

LU

A

T

IO

N \F

IE

LD

D A

T A

\P E

R M

_G

IN

T \1

8_

E X

P

LO

R A

T

IO

N S

.G P

J m el is sa sc hw ei tz er

0.0

2.5

5.0

7.5

10.0

12.5

0.

7.

5.

2.

0.

7.

0.0

2.5

5.0

7.5

10.0

12.5

Asphalt concrete (14/16-inch thick) Base aggregate (8-inch thick)

SILTY SAND (SM), trace fine sand, very dense, dry to moist, brown.

possible presence of cobbles Refusal at 4.9 feet.

Location and ground surface elevations are approximate.

Sample Data

B-6

Comments:

Boring Log

Date Started: 8/28/18 Date Completed: 8/28/18

Logged by: W. McDonald Checked by: R. Behzadpour

Vertical Datum: NAVD 88

Drilling Method: Solid Stem Auger

Hammer Type:…