36C78619B0017-0002003.pdf

January 2019

Fort Richardson National Cemetery Expansion

Geotechnical Report

Contact

Steven Halcomb, PE, GE shalcomb@crweng.com

3940 Arctic Blvd., Suite 300 Anchorage, AK 99503 p (907) 562.3252 | f (907) 561.2273

Geotechnical Investigation

Submitted To:

Mr. Taqi Muhammad, P.E., PMP, CCP Senior Project Manager Vali Cooper International, Inc.

18300 E. 71st. Ave. Suite 130 Denver, CO 80249

Submitted By:

CRW Engineering Group, LLC 3940 Arctic Blvd., Suite 300 Anchorage, AK 99503

(907) 562-3252 www.crweng.com

1.10.19

Steven Halcomb, P.E., G.E. Michelle Harrison

Senior Geotechnical Engineer Civil Designer

January 2019 CRW Project Number 60131.04 http://www.crweng.com/

Geotechnical Investigation CRW Engineering Group, LLC Ft Richardson Cemetery Expansion Page i January 2019

Table of Contents

1. Introduction

2. Site Location and Project Description

3. Subsurface Exploration

3.1 Subsurface Drilling

3.2 Sample Collection

3.3 Soil Lithology

3.4 Groundwater Levels and Borehole Completion

4. Laboratory Testing and Results

5. Site Conditions

5.1 Seismic Considerations

5.2 Groundwater Conditions

5.3 Frost Depth and Permafrost

6. Geotechnical Engineering Recommendations

6.1 Generalized Soil Profile

6.2 Stability Evaluation

6.2.1 Slope Instability

6.2.2 Loss of Bearing Capacity

6.2.3 Liquefaction and Lateral Spreading

6.3 Foundation Recommendations

6.3.1 Bearing Capacity and Settlement

6.3.2 Lateral Load Resistance

6.3.3 Uplift Resistance

6.3.4 Mat Foundation Recommendations

6.4 Retaining Walls and Lateral Earth Pressures

6.5 Slope Stability

6.6 Utility Recommendations

6.7 Pavement Recommendations

7. Construction Recommendations

7.1 Site Preparation

7.2 Fill Placement and Compaction

7.2.1 Classified Fill Placement and Compaction General Requirements

7.2.2 Fill and Compaction

7.3 Excavation Slopes

7.4 Drainage and Control of Water

8. Limitations and Closure

9. References

Tables

Table 1 – Seismic Design Parameters

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Table 2 – Climatic Berg2 Inputs for Anchorage Table 3 – Generalized Soil Profile

Figures

Figure 1 – Berg2 Analysis output

Appendices

Appendix A – Figures Appendix B – Borehole and Test Pit Logs Appendix C – Site Investigation Photos Appendix D – Laboratory Results

List of Acronyms/Abbreviations

ASTM American Society for Testing and Materials

BGS below ground surface BH bore hole CRW CRW Engineering Group, LLC

GTA GeoTek Alaska, Inc.

JBER Joint Base Elmendorf-Richardson psf pounds per square foot pcf pounds per cubic foot

TP test pit USCS Unified Soils Classification System

VCI Vali Cooper International, LLC

° degrees

Ft Richardson Cemetery Expansion Page 1 January 2019

1. Introduction

CRW Engineering Group, LLC (CRW) is pleased to present this geotechnical data and recommendations report to support the design and construction of the proposed expansion of the Fort Richardson National Cemetery on Joint Base Elmendorf-Richardson (JBER) in Anchorage, Alaska. A geotechnical investigation was conducted by CRW for Vali Cooper International, LLC (VCI).

The scope of work included:

Performing a geotechnical investigation in the proposed expansion area.

Overseeing laboratory testing of recovered soil samples.

Preparing a geotechnical report with recommendations for: foundations, utilities, pavements, and construction.

Ft Richardson Cemetery Expansion Page 2 January 2019

2. Site Location and Project Description

The project site is located at the north end of the existing Fort Richardson National Cemetery on JBER.

The project area is relatively flat, with trees and light brush.

We understand the Department of Veterans Affairs is planning to expand the existing cemetery consisting of approximately 1.5 acres to the north and west. The expansion is expected to have Pre-Placed Crypts, In-ground Cremains, and developments including walkways, roads, landscaping, drainage, and automated irrigation.

Ft Richardson Cemetery Expansion Page 3 January 2019

3. Subsurface Exploration

3.1 Subsurface Drilling

A geotechnical investigation was performed in two phases. The first phase consisting of exploratory test pits with the second phase consisting of exploration drilling.

The borehole and test pits locations were selected based on the conceptual site layout with guidance provided by VCI and Wood Group. The borings and test pits were then adjusted in the field based on site conditions and equipment accessibility.

CRW completed 8 test pits total with 6 test pits (TP-01 thru TP-06) excavated on Oct 7th and 2 test pits (TP-07 and TP-08) excavated on Oct 22nd, 2018. TP-07 and TP-08 were performed due to difficulties encountered drilling borehole BH-08.

Excavation services were provided by Pioneer Earthworks and Restoration, LLC of Anchorage, Alaska. A Kubota U55-4 excavator was used to complete the test pits. Test pits were performed between depths of 10 to 12 feet below ground surface (BGS).

The geotechnical exploration drilling occurred on October 10th and 11th, 2018 to assess for soil conditions at the site. The investigation drilled and sampled nine boreholes (BH-01 thru BH-09). Boring depths varied between 15 to 30 BGS.

Drilling services were provided by GeoTek Alaska, Inc. (GTA) of Anchorage, Alaska. GTA initially used a Geoprobe 6620 track mounted drill rig but changed to a Geoprobe 6610 track mounted drill rig (see further discussion below).

All field operations were supervised by a CRW engineer, who logged the recovered soils and directed the drilling operation. The boreholes and test pit approximate locations are shown Appendix A and logs are presented in Appendix B. Select photos from the site investigation are in Appendix C.

3.2 Sample Collection

Soil characteristics, such as classification, consistency, moisture, and color were noted for each sample recovered. Classification was performed following the Unified Soils Classification System (USCS) according to ASTM D2487/D2488.

Representative samples were collected from the excavator bucket as the test pits were performed.

Recovered samples were visually classified in the field before being individually sealed in double plastic bags and transported to the soil laboratory for additional testing.

The exploration began on BH-01 by advancing an oversized split-spoon sampler into the soil beyond the bottom of the 3.25-inch inner diameter (I.D.) hollow stem auger with the Geoprobe 6620. The hollow stem auger experienced very slow advancement and the split-spoon had low recovery therefore the method of exploration was changed to obtain better representative soil samples.

The remaining soil samples were obtained by direct push methods using Macro-Core MC5 1.25-inch diameter disposable liner using the Geoprobe 6610. The direct push method consists of a solid steel casing inside of which is a disposable liner. The drill rig then advances the casing with liner in 5 foot intervals using a combined static vehicle weight and percussion energy from the drill rig impact hammer. The casing is extracted after each 5 foot interval, the liner with soil is removed, a new liner is inserted to the casing, and the casing is advanced another 5 feet. The liners were properly labeled and sealed to preserve the in-

Ft Richardson Cemetery Expansion Page 4 January 2019 situ soil’s moisture while in the field. The liners were then transported and opened at a more convenient location.

Recovered samples from opened liners were then visually classified before being individually sealed in double plastic bags and transported to soil laboratory for additional testing. Field visual classifications were verified by laboratory testing.

3.3 Soil Lithology

The subsurface condition generally consisted of a thin organic mat that was approximately 3 inches thick.

Below the organic mat was a brown, moist, sand to silt with organics. The sand to silt was generally observed to be 9 to 12 inches thick but was up to 28 inches thick in one boring.

Underlying the sand to silt was a well graded gravel with sand with varying fines content that extended the depth of the borings. This gravel layer contained cobbles, up to 12 inches though generally 6 to 8 inches in size, and boulders. We estimate the volume of cobbles and boulders to be 30 percent by volume.

Bedrock was not encountered in any of the borings. Based on the existing well log for the Fort Richardson Cemetery, bedrock is approximately 220 feet BGS.

3.4 Groundwater Levels and Borehole Completion

Groundwater was not observed in any boring or test pit. No piezometers were installed as part of the investigation.

On completion of the test pits, the excavated material was used to backfill the test pits with the excavator bucket used to compact the materials.

Macro-Core sampling does not create cuttings as part of the exploration but does leave a small open hole.

The holes were left open to permit groundwater measurements just after drilling. All boreholes were covered with native soil and allowed to slough closed on completion.

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4. Laboratory Testing and Results

Soil laboratory tests to evaluate index properties of representative samples were performed by Alaska

Testlab (ATL) in their Anchorage facility. The laboratory testing program consisted of soil index tests to determine the water content, grain-size distribution, Atterberg Limits, soil fertility, organic content, pH, Proctor, and soil resistivity.

The laboratory tests were performed in accordance with the test methods of ASTM International. In total, 61 samples were submitted for testing. Water content for all samples was tested in accordance with ASTM D2216. The water content varied between 2 to 107 percent with higher water contents observed in samples with organic content.

Thirteen samples were selected for grain-size distribution testing in accordance with ASTM D422. Five of the samples were well-graded gravel with sand, GW, per USCS. Six of the samples were well-graded gravel with silt and sand, GP-GM, per USCS. Two of the samples were poorly graded gravel with silt and sand, GP-GM, per USCS.

Two samples were tested for the Atterberg Limits in accordance with ASTM D4318; both were classified as non-plastic.

Five samples were tested for topsoil mineral content in accordance with ASTM D974; nitrogen levels ranged between 5 and 20 parts per million (ppm), phosphorus ranged between 25 and 100 ppm, and potassium ranged between 60 and 250 ppm.

The pH level was tested in 6 samples, in accordance with ASTM D2974, and ranged from 6.6 to 8.

Four samples were tested for organic content in accordance with ASTM D2974. Organic content (by weight) ranged from 1 to 40 percent and ash ranged from 60 to 99 percent.

A standard proctored test was completed, in accordance with ASTM D698 from combined samples of the near surface gravels. The result show a corrected maximum density of 145.8 3 pounds per cubic foot (pcf) and corrected optimum moisture content of 6 percent. A modified proctor test was completed in accordance with ASTM D1557C, also from combined samples of the near surface gravels. The result show a corrected maximum density of 148.3 pounds per cubic foot (pcf) and corrected optimum moisture content of 5 percent.

Soil resistivity tests show saturated resistivity levels ranging between 16,000 and 35,000 ohms per centimeter, indicating mild to non-corrosive conditions.

Results of the laboratory testing are presented in Appendix D.

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5. Site Conditions

5.1 Seismic Considerations

The project site lies in a region of moderate to high seismicity, and is subject to relatively large earthquakes and strong ground motion.

Seismic design parameters were determined using the local Municipality of Anchorage building safety design data. Table 1 provides the seismic design parameters for the 2,475-year (2 percent in 50 years) return period, Design Response spectrum values and is consistent with International Building Code guidelines. Based on the encountered material and local experience, the project site is designated as Site Class D.

Table 1 – Seismic Design Parameters

Description Value

Moment Magnitude, Mw 9.2

Return Period 2,475-year

Peak Ground Acceleration 0.40g

SDS (0.2 second period acceleration) 1.0g

SD1 (1 second period acceleration) 0.55g

5.2 Groundwater Conditions

Groundwater was not observed in any of the boreholes or test pits advanced for this project. Groundwater measurements were collected using a water level meter just after drilling to confirm no groundwater was present. Groundwater levels from existing well logs, including the Fort Richardson National Cemetery well, were observed to be 125 to 178 feet BGS.

5.3 Frost Depth and Permafrost

Seasonal frost was not observed in any of the borings.

We estimated a design frost depth based on the modified Berggren equation using the commercially available Microsoft DOS program Berg2. Our analysis considers the default climate data for Anchorage shown in Table 2. We have estimated n-factors for depth of freeze and depth of thaw based on published values (Andersland and Ladayni, 2004) and our experience.

Table 2 – Climatic Berg2 Inputs for Anchorage

Description Value

Thaw n-factor 1.7

Freeze n-factor 0.9

Design Air Thawing Index (°F-days) 4,000

Design Air Freezing Index (°F-days) 3,200

Mean Annual Air Temperature (°F) 35.3

Amplitude of Air Temperature Sine Wave (°F) 24.7

Ft Richardson Cemetery Expansion Page 7 January 2019

We assumed a soil profile as shown in Figure 1. Based on these inputs, we estimate a design frost depth of 8.0 feet. It should be noted that seasonal fluctuations of snow cover, temperatures, infiltration/evaporation, and other climatic effects will have an impact on the design frost depth therefore the calculated value should only be considered an average design value. Deeper frost penetrations are possible.

Figure 1 – Berg2 Analysis output

Permafrost was not encountered in the boreholes and is not expected at the project site.

Ft Richardson Cemetery Expansion Page 8 January 2019

6. Geotechnical Engineering Recommendations

6.1 Generalized Soil Profile

CRW has developed a generalized soil profile for the project site based on soil classifications and laboratory testing. A summary of the soil properties is shown in Table 3. The properties are based on the results of index testing from the laboratory and published values (Bowles, 1997; EPRI, 1990). It should be noted that the depths shown in the table reference the grade of the site at the time of the geotechnical investigation.

Table 3 – Generalized Soil Profile

Depth (feet)

Soil Type Total Unit

Weight (pcf) Friction

Angle, ’, (°)

Cohesion (psf)

0 – 2.5 Silty sand with organics 100 34 0

2.5 – 15 Well graded GRAVEL with sand 130 36 0

15 – 30 Well graded GRAVEL with sand and silt 120 34 0

6.2 Stability Evaluation

6.2.1 Slope Instability

The site is relatively flat, therefore, by inspection, slope instability is deemed negligible.

6.2.2 Loss of Bearing Capacity

Assuming any foundations do not bear on deleterious material, an inspection of the soil type suggests that the risk of loss of bearing capacity during a seismic event is low.

6.2.3 Liquefaction and Lateral Spreading

Liquefaction and lateral spreading potential at this site is deemed low. The low potential is based on the existing sand and gravel being unsaturated and the presence of cobbles and boulders.

6.3 Foundation Recommendations

Shallow and deep foundations are used to transfer building loads to the underlying soil. The soil type, consistency/density, compressibility, heave/swell/collapse potential, groundwater table, and depth to and type of bedrock are all considered in the type of foundation recommended for the proposed infrastructure.

The soils encountered at the project site are conducive to shallow foundations, including spread footings, continuous footings, and mat foundations. We recommend the use of spread/continuous footings or mat foundation to carry any structure loading.

6.3.1 Bearing Capacity and Settlement

The design of shallow foundations must consider the bearing capacity of the underlying soil, as well as the potential for settlement and the effects of seasonal frost action. In general, foundation designs

Ft Richardson Cemetery Expansion Page 9 January 2019 should be consistent with the current editions of the International Building Code (IBC) and any local amendments or requirements.

Perimeter continuous footings, interior spread footings, and mat foundations should bear on a minimum of 12 inches of compacted, classified fill prepared in accordance with our recommendations.

If our fill and compaction recommendations are followed, the foundation may be designed according to the following criteria.

Maximum Allowable Bearing Pressure (includes a factor of safety of 3.0) o Static Loads (Dead and Normal Live): 3,500 psf o Transient Loads (Wind and Seismic): Increase static by 33 percent

Applies to continuous and square, or nearly square, footings that are not eccentrically-loaded with a minimum width of 1.5 feet and a maximum width of 8.0 feet. The effective bearing area of eccentrically-loaded footings will be less than the actual footing dimensions, and may vary depending on anticipated design loads and eccentricity. These values do not apply to footings on a slope. Bearing capacity for larger footings can be provided on request.

Depth of Embedment (from finish grade to base of footing) o Perimeter Footings (cold footings): 60 inches, minimum

The depth should be measured from adjacent grade to bottom of footing.

Settlement (Static - Elastic) o Total Settlement 1.0 inch o Differential Settlement 0.5 inch

6.3.2 Lateral Load Resistance

Lateral loads on footings will be resisted by passive earth pressures developed against the side of the footing and frictional resistance against the base of the footing. We recommend a passive resistance (equivalent fluid pressure) of 260 pcf (psf/foot). This equivalent fluid pressure includes a factor of safety of 2.0. A friction coefficient of 0.50 is recommended for resistance to lateral sliding, assuming the footing is concrete and cast directly against sand and gravel. The passive resistance should not exceed 2,000 psf. Friction and passive earth pressure resistance may be combined without reduction.

6.3.3 Uplift Resistance

Uplift loads may occur in some foundation elements due to overturning moments resulting from wind and seismic forces. Uplift loads may be resisted by the weight of the footing and soil within the limits of a truncated pyramid above the top of the footing. The shape of the truncated pyramid will vary with material type and density. For typical fill soils anticipated for the project, the pyramid should be defined by a 20 degree angle from a vertical line extending upward from the top of the footing.

6.3.4 Mat Foundation Recommendations

For any mat foundations, we recommend the use of a subgrade reaction modulus for design. The modulus of subgrade reaction is not an intrinsic property of the soil, but also depends on the dimension and the stiffness of the slab. Assuming our recommendations are followed, a coefficient of subgrade reaction, K1, for a 1-foot diameter plate of 150 pounds per cubic inch (pci) can be used for

Ft Richardson Cemetery Expansion Page 10 January 2019 design. This subgrade reaction can then be used to adjust to a subgrade reaction for the mat foundation per the designer’s procedure.

We recommend the mat foundation be designed to tolerate a 1 foot cantilever and 2 foot internal span.

6.4 Retaining Walls and Lateral Earth Pressures

Retaining walls, including those used for basements or crawl spaces, must be designed to resist lateral earth pressures plus lateral pressure due to surcharge loads applied at the ground surface behind the wall.

The magnitude of the earth pressure varies depending on permissible wall movement, type of backfill, compaction, and drainage.

We recommend the use of clean, free-draining, and properly-compacted (per our construction recommendations) coarse-grained soil for backfill, with drainage provisions to prevent the buildup of hydrostatic pressure on the wall. All retaining wall recommendations are based on the assumption that these conditions exist. Alternate recommendations can be provided, should differing materials or drainage exist. Additional lateral loads due to surface or compaction loads are not included in the equivalent fluid densities below.

The active earth pressure condition for static loading should be designed to resist the lateral earth pressure exerted by a fluid with a density of 33 pcf (psf/foot) if the retaining wall is allowed to deflect or rotate a minimum of 0.001 times the wall height.

The at-rest pressure condition will occur if the wall is restrained at the top and cannot move sufficient to permit the active earth pressure condition to exist. Under this condition, retaining walls should be designed to resist the lateral earth pressure exerted by a fluid with a density of 52 pcf (psf/foot).

The passive earth pressure condition for static loading should be designed following the values discussed in Section 6.3.2.

We recommend any foundation stem walls be backfilled on both sides simultaneously to prevent differential lateral loading of the foundation wall.

6.5 Slope Stability

We understand no significant slopes are expected for the project based on the concepts provided to CRW.

If slopes are required, we recommend slopes be no steeper than 2H:1V (horizontal to vertical) assuming the slopes are constructed from classified fill and compacted following our construction recommendations. Slopes constructed of poorer quality fill material will need to be flatter. A more detailed stability analysis should be performed if poorer quality fill material is used or steeper slopes are required.

Engineered slopes at the recommended 2H:1V will perform well though some minor sloughing and rills will likely occur over time due to runoff/infiltration under static conditions. During strong ground motions, some displacements are expected with the primary effect anticipated to be rotational failures of the slope edges. More detailed seismic slope stability analyses can be performed on request.

6.6 Utility Recommendations

All utilities should be bedded per the manufacturer’s recommendations, with the bedding material compacted to provide support. The native sands and gravels are permissible as backfill over the utilities.

Backfill should be layer compacted as recommended in this report.

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For any pipelines, non-metallic pipeline materials are recommended due to the soil corrosivity characteristics. If non-metallic pipeline materials are used, zinc anodes should be installed on all below grade metallic features (flanges, valves, etc.). The metallic features should have a tightly bonded coating applied to them.

6.7 Pavement Recommendations

We understand the proposed roads are expected to be paved. At a minimum, we recommend the pavement structural section consist of (in descending order) 2 inches of asphalt, 4 inches of a leveling course consistent with State of Alaska D-1 material, and 24 inches of engineered fill consistent with the State of Alaska Type A select material.

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7. Construction Recommendations

7.1 Site Preparation

All earthworks should be performed in accordance with the project specifications and with local, state, and federal laws and regulations. All trees and small brush should be removed prior to starting any earthwork according to the project’s site plans. Surface organics should be removed prior to any fill placement.

7.2 Fill Placement and Compaction

7.2.1 Classified Fill Placement and Compaction General Requirements

All fill material should be thawed, free from lumps, organics, debris, and other deleterious material and should be durable and sound.

A vibratory steel drum roller should be used to compact classified fill. However, lightweight or hand-operated compactors should be used near existing structures, utilities, or new footings to avoid damage to the footings.

Hauling or grading equipment should not be used in lieu of appropriate compaction equipment. Any loosening of fill material by hauling or other equipment should be repaired and re-compacted. The number of passes required to meet the compaction requirement will depend on the size of compaction equipment used. Each layer should be compacted as recommended in this report and field verification of compaction requirements is recommended.

Foundation soils should be protected from freezing during construction. No frozen soil should be used as fill, nor should any fill be placed over frozen soil. Any frozen soil should be removed and replaced with thawed fill prior to construction.

7.2.2 Fill and Compaction

We recommend the classified fill be clean, well-graded sand and gravel and be non-frost susceptible.

The gradation of the classified fill should be consistent with the State of Alaska Department of Transportation Standard Specification for Select Material Type A.

Classified fill and native sand and gravel should be placed in loose lifts not exceeding 12 inches in thickness if a large vibratory compactor is used, or not exceeding 4 inches in thickness if a lightweight or hand operated compactors are used. Each lift should be compacted to at least 95 percent of its Modified Proctor Maximum Density determined per ASTM D1557.

7.3 Excavation Slopes

All excavations should be performed in accordance with the Occupational Safety and Health Administration or other agency guidelines and recommendations for trenching and slope angles based on soil type encountered. The contractor is responsible for trench stability, worker safety, and regulation compliance. Permanent excavations into soil should either be retained or sloped to meet long-term stability requirements. The ground around open excavations should be contoured to direct surface water away from the excavations. Excavation and backfilling operations should be closely coordinated so that seepage and surface runoff is not allowed to collect and stand in open trenches for long periods. The water table is expected to be greater than excavations therefore dewatering is not anticipated to be required.

Ft Richardson Cemetery Expansion Page 13 January 2019

Excavations should be performed by a backhoe with a smooth-bladed bucket from outside the excavation to minimize disturbance of the subgrade soils. Subgrade soils should be proof-rolled prior to classified fill placement and compaction. Any soils that are disturbed, pumped, or rutted by construction activity should be re-compacted or removed prior to placement of any fill.

We recommend foundation excavations extend laterally 5 feet beyond the perimeter of the proposed foundation in every direction and be backfilled and compacted with classified fill following the recommendations of this report.

7.4 Drainage and Control of Water

Excavations may experience seepage due to the potential for perched water or surface runoff, and should be monitored during construction. Parking areas should have positive gradients toward drainage structures and away from buildings. Site grading should be established to provide drainage of surface water and roof drainage away from proposed buildings.

The ground immediately adjacent to the building foundation should be sloped away at a minimum of 5 percent for a minimum distance of 10 feet, measured perpendicular to the face of the wall. Grading should be designed to prevent ponding of surface water except where retention ponds or similar devices are intended. Sprinkler systems and landscaped irrigation should not be installed within 5 feet of foundation walls.

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8. Limitations and Closure

The information submitted in this report is based on our interpretation of data from a field geotechnical exploration performed for this project in October 2018. Effort was made to obtain information representative of existing conditions at the site. If, however, subsurface conditions are found to differ, we should be notified immediately to review these recommendations in light of additional information.

This report was prepared by CRW Engineering Group, LLC for use on this project only, and may not be used in any manner that would constitute a detriment to CRW. CRW is not responsible for conclusions, opinions, or recommendations made by others based on data presented in this report.

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9. References

Andersland, O.B., and Ladanyi, B., 2004. Frozen Ground Engineering, 2nd edition. American Society of Civil Engineers and John Wiley & Sons, Inc.

Bowles, E.J., 1997. Foundation Analysis and Design, 5th edition. McGraw-Hill Companies, Inc., Illinois.

EPRI, 1990. Manual on Estimating Soil Properties for Foundation Design. EPRI EL-6800 Project 1493-6 Final Report, New York.

Appendix A

Figures

Included in this section:

1. Vicinity Map

2. Site Plan

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RICHARDSON

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ALASKA

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ST. LAWRENCE ISLAND

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NUNIVAK ISLAND

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PRIBILOF ISLANDS

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FILE NAME:

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PHONE: (907) 562-3252

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ANCHORAGE, ALASKA 99503

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3940 ARCTIC BLVD. SUITE 300

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FT. RICHARDSON

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CEMETERY EXPANSION

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VICINITY MAP

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KEB

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PROJECT NO:

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PHONE: (907) 562-3252

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ANCHORAGE, ALASKA 99503

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3940 ARCTIC BLVD. SUITE 300

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#AECL882-AK

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FT. RICHARDSON CEMETERY EXPANSION

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BOREHOLE AND TEST PIT SITE PLAN

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ANCHORAGE, ALASKA

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PRELIMINARY

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OCTOBER 2018

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BH-05

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LEGEND APPROXIMATE LOCATION OF TEST PITS APPROXIMATE LOCATION OF BORE HOLES

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SECTION J

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SECTION H

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SECTION G

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SECTION P

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TRIBUTE LANE

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GATE

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WEST VALOR DR.

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SECTION N

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EAST VALOR DR.

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SECTION M

UTILITY SHED

Appendix B

Borehole and Test Pit Logs

1) Borehole Logs

2) Test Pit Logs

SOIL CLASSIFICATION / LEGEND

N.T.S.

4/25/2018

A-1

RELATIVE DENSITY / CONSISTENCY ESTIMATE USING

STANDARD PENETRATION TEST (SPT) VALUES

(FROM TERZAGHI & PECK 1996)

COHESIONLESS SOILS

(a)

COHESIVE SOILS

(b)

RELATIVE

DENSITY

N

(BLOWS/FOOT)

(c)

CONSISTENCY

N

(BLOWS/FOOT)

(c)

UNCONFINED

COMPRESSIVE

STRENGTH (TSF)

(d)

VERY LOOSE 0 - 4 VERY SOFT 0 - 2 0 - 0.25

LOOSE 4 - 10 SOFT 2 - 4 0.25 - 0.50

MED DENSE 10 - 30 MEDIUM 4 - 8 0.50 - 1.0

DENSE 30 - 50 STIFF 8 - 15 1.0 - 2.0

VERY DENSE OVER 50 VERY STIFF 15 - 30 2.0 - 4.0

HARD OVER 30 OVER 4.0

(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) Refer to ASTM D 1586-99 for a definition of N.

(d) Undrained shear strength, s u

= 1/2 unconfined compression strength, U c

. Note that Torvane measures s u and Pocket Penetrometer measures U c

Gravels or sands with 5% to 12 % fines require dual symbols (GW-GM, GW-GC, GP-GM, GP-GC, SW-SM, SW-SC, SP-SM, SP-SC) and add "with clay or "with silt" to group name. If fines classify as

CL-ML for GM or SM, use dual symbol GC-GM or SC-SM.

Optional Abbreviations: Lower case "s" after USCS group symbol denotes either "sandy or "with sand" and "g" denotes either "gravelly" or "with gravel."

CRITERIA FOR DESCRIBING MOISTURE

CONDITION (ASTM D 2488)

DRY

ABSENCE OF MOISTURE, DUSTY,

DRY TO THE TOUCH

MOIST DAMP BUT NO VISIBLE WATER

WET

VISIBLE FREE WATER, USUALLY

SOIL IS BELOW WATER TABLE

COMPONENT DEFINITIONS BY GRADATION

COMPONENT SIZE RANGE

BOULDERS ABOVE 12 IN.

COBBLES 3 IN. TO 12 IN.

GRAVEL

3 IN. TO NO. 4 (4.76 mm)

COARSE GRAVEL 3 IN. TO 3/4 IN.

FINE GRAVEL

3/4 IN. TO NO. 4 (4.76 mm)

SAND

NO. 4 (4.76 mm) TO NO. 200 (0.074 mm)

COARSE SAND

NO. 4 (4.76 mm) TO NO. 10 (2.0 mm)

MEDIUM SAND

NO 10 (2.0 mm) TO NO. 40 (0.42 mm)

FINE SAND

NO. 40 (0.42 mm) TO NO. 200 (0.074 mm)

SILT AND CLAY

SMALLER THAN NO. 200 (0.074 mm)

SILT 0.074 mm TO 0.005 mm

CLAY LESS THAN 0.005 mm

DESCRIPTIVE TERMINOLOGY FOR

PERCENTAGES (ASTM D 2488)

DESCRIPTIVE

TERMS

RANGE OF

PROPORTION

TRACE 0 - 5%

FEW 5 - 10%

LITTLE 10 - 25%

SOME 30 - 45%

MOSTLY 50 - 100%

SAMPLER ABBREVIATIONS

SS

SPT Sampler (2 in. OD, 140 lb hammer)

C

Core (Rock)

SSO

Oversize Spit Spoon (2.5 in. OD, 140 lb typ.)

TW

Thin Wall (Shelby Tube)

HD

Heavy Duty Split Spoon (3 in. OD, 300/340 lb typ.)

MS

Modified Shelby

BD

Bulk Drive (4 in. OD, 300/340 lb hammer typ.)

GP

Geoprobe

CA

Continuous Core (Soil in Hollow-Stem Auger)

AR

Air Rotary Cuttings

G

Grab Sample from surface / testpit

AG

Auger Cuttings

LABORATORY TEST ABBREVIATIONS

Consol Consolidation

PM Modified Proctor TXCD Consolidated Drained TriaxialDd

Dry Density

PP Pocket Penetrometer TXCU Consolidated Undrained TriaxialMA

Sieve and Hydrometer Analysis

MC Moisture Content TXUU Unconsolidated Undrained Triaxial

NP

Non-plastic

SA

Sieve Analysis

AL

Atterberg Limit

OLI

Organic Loss SpG Specific Gravity

PI Plastic Index

P200

Percent Fines (Silt & Clay)

TS Thaw Consolidation

VS Vane Shear

PID Photoionization Detector TV Torvane

Ω Soil Resistivity

UNIFIED SOIL CLASSIFICATION (ASTM D 2487)

FIGURE

B-1

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AutoCAD SHX Text M:\Engineering_References\Tech_Geotechnical\Other Reference\Geotech.dwg

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PHONE: (907) 562-3252

AutoCAD SHX Text

ANCHORAGE, ALASKA 99503

AutoCAD SHX Text

3940 ARCTIC BLVD. SUITE 300

#AECL882-AK

FROZEN SOIL CLASSIFICATION / LEGEND

N.T.S.

4/25/2018

A-2

FROZEN SOIL CLASSIFICATION (ASTM D 4083)

1. DESCRIBE SOIL

INDEPENDENT OF

FROZEN STATE

CLASSIFY SOIL BY THE UNIFIED SOIL

CLASSIFICATION SYSTEM

MAJOR GROUP SUBGROUP

DESCRIPTION DESIGNATION DESCRIPTION DESIGNATION

Segregated ice not visible by eye

N

Poorly bonded of friable

N f

Well bonded

No excess ice Nbn

Excess ice Nbe

2. MODIFY SOIL

DESCRIPTION BY

DESCRIPTION OF

FROZEN SOIL

Segregated ice visible by eye

(ice less than

25 mm thick)

V

Individual ice crystals or inclusions

V x

Ice coatings on particles

V c

Random or irregularly oriented ice formations

V r

Stratified or distinctly oriented ice formations

V s

Uniformly distributed ice

V u

Ice greater than

25 mm thick ICE

Ice with soil inclusions

ICE+soil type

3. MODIFY SOIL

DESCRIPTION BY

DESCRIPTION OF

SUBSTANTIAL ICE

STRATA

Ice without soil inclusions ICE

ICE BONDING SYMBOLS

No ice-bonded soil observed

Poorly bonded or friable

Well bonded

Candled Ice is ice which has rotted or otherwise formed into long columnar crystals, very loosely bonded together.

Clear Ice is transparent and contains only a moderate number of air bubbles.

Cloudy Ice is translucent, but essentially sound and non-pervious.

Friable denotes a condition in which material is easily broken up under light to moderate pressure.

Granular Ice is composed of coarse, more or less equidimensional, ice crystals weakly bonded together.

Ice Coatings on particles are discernible layers of ice found on or below the larger soil particles in a frozen soil mass. They are sometimes associated with hoarfrost crystals, which have grown into voids produced by the freezing action.

Ice Crystal is a very small individual ice particle visible in the face of a soil mass. Crystals may be present alone or in a combination with other ice formations.

Ice Lenses are lenticular ice formations in soil occurring essentially parallel to each other, generally normal to the direction of heat loss and commonly in repeated layers.

Ice Segregation is the growth of ice as distinct lenses, layers, veins and masses in soils, commonly but not always oriented normal to direction of heat loss.

Massive Ice is a large mass of ice, typically nearly pure and relatively homogeneous.

Poorly-Bonded signifies that the soil particles are weakly held together by the ice and that the frozen soil consequently has poor resistance to chipping or breaking.

Porous Ice contains numerous void, usually interconnected and usually resulting from melting at air bubbles or along crystal interfaces from presence of salt or other materials in the water, or from the freezing of saturated snow. Though porous, the mass retains its structural unity.

Thaw-Stable frozen soils do not, on thawing, show loss of strength below normal, long-time thawed values nor produce detrimental settlement.

Thaw-Unstable frozen soils show on thawing, significant loss of strength below normal, long-time thawed values and/or significant settlement, as a direct result of the melting of the excess ice in the soil.

Well-Bonded signifies that the soil particles are strongly held together by the ice and that the frozen soil possesses relatively high resistance to chipping or breaking.

FROST DESIGN SOIL CLASSIFICATION

(1)

FROST GROUP

(2)

GENERAL SOIL TYPE

% FINER THAN

0.02 mm BY

WEIGHT

TYPICAL USCS

SOIL CLASS

NFS

(3)

(a) Gravels

Crushed stone

Crushed rock

0 - 1.5

GW, GP

(b) Sands

0 - 3

SW, SP

PFS

(4)

[MOA NFS]

(a) Gravels

Crushed stone

Crushed rock

1.5 - 3

GW, GP

[MOA F2] (b) Sands

3 - 10

SW, SP

S1

[MOA F1]

Gravelly soils

3 - 6

GW, GP, GW-GM, GP-GM,

GW-GC, GP-GC

S1

[MOA F2]

Sandy soils

3 - 6

SW, SP, SW-SM, SP-SM,

SW-SC, SP-SC

F1

(5)

Gravelly soils

6 - 10

GM, GC, GM-GC, GW-GM,

GP-GM, GW-GC, GP-GC

F2

(5)

(a) Gravelly soils

10 - 20

GW, GP, GW-GM, GP-GM,

GW-GC, GP-GC

(b) Sands

6 - 15

SM, SW-SM, SP-SM, SC,

SW-SC, SP-SC, SM-SC

F3

(5)

(a) Gravelly soils

10 -20

GM, GC, GM-GC

(b) Sands, except very fine silty sands

6 - 15

SM, SC, SM-SC

(c) Clays, PI>12

CL, CH

F4

(5)

(a) Silts

ML, MH, ML-CL

(b) Very fine silty sands

Over 15

SM, SC, SM-SC

(c) Clays, PI<12

CL, ML-CL

(d) Varved clays or other fine-grained banded sediments

CL or CH layered with ML, MH, ML-CL, SM, SC, or SM-SC

(1) From the U.S. Army Corps of Engineers (USACE), EM 1110-3-138, "Pavement Criteria for Seasonal Frost Conditions", April 1984

(2) USACE frost groups directly correspond to frost groups in Municipality of Anchorage (MOA) Design Criteria Manual (DCM).

(3) Non-frost susceptible

(4) Possibly frost susceptible, requires lab test for void ratio to determine frost design classification.

DEFINITIONS

(5) Consistent with MOA Definition.

FIGURE

B-2

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AutoCAD SHX Text \\crweng.com\Technical_Resources\Engineering_References\Tech_Geotechnical\Other Reference\Geotech.dwg

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PHONE: (907) 562-3252

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ANCHORAGE, ALASKA 99503

AutoCAD SHX Text

3940 ARCTIC BLVD. SUITE 300

#AECL882-AK

MC

MC

MC

MC

MC

MC = 107%

MC = 49%

OLI

MC = 24%

Topsoil, pH

MC = 2%

SA

MC = 9%

MC = 7%

SA

Org

SM

GW

GW-

GM

0.3

5.0

15.0

27.0

ORGANIC MAT, (Org) brown, moist SILTY SAND, (SM) brown, moist, w/ organics, color ranged from light to dark, %organics = 40, % ash = 60

Nitrogen (ppm) = 10, phosporous (ppm) = 100, potassium (ppm) = 90, pH = 6.7

WELL GRADED GRAVEL WITH SAND, (GW) 64% gravel, 31% sand, 5% fines, gray, subrounded, moist, w/ cobbles

WELL GRADED GRAVEL WITH SILT AND SAND, (GW-GM) 57% gravel, 35% sand, 8% fines, gray, subrounded, moist, w/ cobbles

Bottom of borehole at 27.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MCH

DRILLING METHOD Macro Core

HOLE SIZE

DRILLING CONTRACTOR GeoTek Alaska GROUND WATER LEVELS:

CHECKED BY SMH

DATE STARTED 10/10/18 COMPLETED 10/10/18

AT TIME OF DRILLING --- Not Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

IC

E

B O

N D

BOREHOLE BH-01

PROJECT NAME Fort Richardson National Cemetery Expansion

PROJECT LOCATION Fort Richardson, AK

CLIENT Vali Cooper International, LLC

PROJECT NUMBER 60131.04

C R

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P A

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\0

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A T

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J CRW Engineering Group, LLC 3940 Arctic Blvd Ste 300 Anchorage, AK 99503 Telephone: (907) 562-3252 Fax: (907) 561-2273

R E

C O

V E

R Y

TESTS

U

.S .C

.S

MATERIAL DESCRIPTION

G R

A P

H

IC

LO

G

MC

MC = 5%

SA

MC = 3%

MC = 2%

MC = 2%

MC = 3%

MC = 3%

GP-

GM

GW

SP

GW

2.0

6.5 7.0

15.0

POORLY GRADED GRAVEL WITH SILT AND SAND, (GP-GM) 50% gravel, 44% sand, 6% fines, brown, angular, moist, FILL

WELL GRADED GRAVEL WITH SAND, (GW) gray, subrounded, moist, w/ cobbles

POORLY GRADED SAND, (SP) light brown, moist WELL GRADED GRAVEL WITH SAND, (GW) gray, subrounded, moist, w/ cobbles

Bottom of borehole at 15.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MCH

DRILLING METHOD Macro Core

HOLE SIZE

DRILLING CONTRACTOR GeoTek Alaska GROUND WATER LEVELS:

CHECKED BY SMH

DATE STARTED 10/10/18 COMPLETED 10/10/18

AT TIME OF DRILLING --- Not Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

IC

E

B O

N D

BOREHOLE BH-02

PROJECT NAME Fort Richardson National Cemetery Expansion

PROJECT LOCATION Fort Richardson, AK

CLIENT Vali Cooper International, LLC

PROJECT NUMBER 60131.04

C R

W L

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\0

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E D

A T

A \0

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.G P

J CRW Engineering Group, LLC 3940 Arctic Blvd Ste 300 Anchorage, AK 99503 Telephone: (907) 562-3252 Fax: (907) 561-2273

R E

C O

V E

R Y

TESTS

U

.S .C

.S

MATERIAL DESCRIPTION

G R

A P

H

IC

MC

MC

MC = 6%

pH

MC = 6%

AL, Topsoil

MC = 2%

MC = 5%

MC = 3%

MC = 4%

SA

MC = 3%

Org

SP-

SM

ML

GW

GW-

GM

0.3

2.0

4.0

17.0

20.0

ORGANIC MAT, (Org) brown, moist POORLY GRADED SAND WITH SILT AND GRAVEL, (SP-SM) brown, moist, pH = 8

SILT WITH GRAVEL, (ML) brown, moist, non plastic

Nitrogen (ppm) = 20, phosporus (ppm) = 50, potasium (ppm) = 80

WELL GRADED GRAVEL WITH SAND, (GW) gray, subrounded, moist, w/ cobbles

WELL GRADED GRAVEL WITH SILT AND SAND, (GW-GM) 57% gravel, 35% sand, 8% fines, gray, subrounded, moist, w/ cobbles

Bottom of borehole at 20.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MCH

DRILLING METHOD Macro Core

HOLE SIZE

DRILLING CONTRACTOR GeoTek Alaska GROUND WATER LEVELS:

CHECKED BY SMH

DATE STARTED 10/11/18 COMPLETED 10/11/18

AT TIME OF DRILLING --- Not Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

IC

E

B O

N D

BOREHOLE BH-03

PROJECT NAME Fort Richardson National Cemetery Expansion

PROJECT LOCATION Fort Richardson, AK

CLIENT Vali Cooper International, LLC

PROJECT NUMBER 60131.04

C R

W L

O G

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_D A

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\0

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.G P

J CRW Engineering Group, LLC 3940 Arctic Blvd Ste 300 Anchorage, AK 99503 Telephone: (907) 562-3252 Fax: (907) 561-2273

R E

C O

V E

R Y

TESTS

U

.S .C

.S

MATERIAL DESCRIPTION

G R

A P

H

IC

MC

MC

MC = 54%

pH, OLI

MC = 26%

MC = 4%

MC = 3%

MC = 5%

MC = 6%

Org

SP-

SM

GW

0.3

2.5

20.0

ORGANIC MAT, (Org) brown, moist POORLY GRADED SAND WITH SILT, (SP-SM) brown, moist

PH = 6.7, % organics = 5%, ash % = 95

WELL GRADED GRAVEL WITH SAND, (GW) gray, subrounded, moist, w/ cobbles

Bottom of borehole at 20.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MCH

DRILLING METHOD Macro Core

HOLE SIZE

DRILLING CONTRACTOR GeoTek Alaska GROUND WATER LEVELS:

CHECKED BY SMH

DATE STARTED 10/10/18 COMPLETED 10/10/18

AT TIME OF DRILLING --- Not Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

IC

E

B O

N D

BOREHOLE BH-04

PROJECT NAME Fort Richardson National Cemetery Expansion

PROJECT LOCATION Fort Richardson, AK

CLIENT Vali Cooper International, LLC

PROJECT NUMBER 60131.04

C R

W L

O G

C

R W

_D A

T A

T E

M P

LA

T

E .G

D T

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O N

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\0

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E D

A T

A \0

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O

IL

S \B

H A

N D

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\F T

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H A

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N

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.G P

J CRW Engineering Group, LLC 3940 Arctic Blvd Ste 300 Anchorage, AK 99503 Telephone: (907) 562-3252 Fax: (907) 561-2273

R E

C O

V E

R Y

TESTS

U

.S .C

.S

MATERIAL DESCRIPTION

G R

A P

H

IC

MC

MC = 3%

SA

1" sand lense

SA

MC = 4%

MC = 4%

Org

ML

GW

GW

GW-

GM

0.3

1.5

2.5

5.0

15.0

ORGANIC MAT, (Org) brown, moist SILT WITH SAND, (ML) brown, moist, w/ organics

WELL GRADED GRAVEL WITH SAND, (GW) brown, moist

WELL GRADED GRAVEL WITH SAND, (GW) gray, subrounded, moist, w/ cobbles

64% gravel, 33% sand, 3% fines

WELL GRADED GRAVEL WITH SILT AND SAND, (GW-GM) gray, subrounded, moist, w/ cobbles

54% gravel, 37% sand, 9% fines

Bottom of borehole at 15.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MCH

DRILLING METHOD Macro Core

HOLE SIZE

DRILLING CONTRACTOR GeoTek Alaska GROUND WATER LEVELS:

CHECKED BY SMH

DATE STARTED 10/11/18 COMPLETED 10/11/18

AT TIME OF DRILLING --- Not Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

IC

E

B O

N D

BOREHOLE BH-05

PROJECT NAME Fort Richardson National Cemetery Expansion

PROJECT LOCATION Fort Richardson, AK

CLIENT Vali Cooper International, LLC

PROJECT NUMBER 60131.04

C R

W L

O G

C

R W

_D A

T A

T E

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H

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O N

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R Y

E X

P A

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IO

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\0

R E

F E

R E

N C

E D

A T

A \0

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IL

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\F T

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H A

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N

B H

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G S

.G P

J CRW Engineering Group, LLC 3940 Arctic Blvd Ste 300 Anchorage, AK 99503 Telephone: (907) 562-3252 Fax: (907) 561-2273

R E

C O

V E

R Y

TESTS

AND

REMARKS U

.S

.C .S

MATERIAL DESCRIPTION

G R

A P

H

IC

MC

MC

MC

MC

MC = 25%

MC = 5%

pH, Topsoil

MC = 3%

MC = 5%

MC = 8%

MC = 6%

MC = 10%

SA

Org

GW-

GM

0.3

30.0

ORGANIC MAT, (Org) brown, moist WELL GRADED GRAVEL WITH SILT AND SAND, (GW-GM) gray, subrounded, moist, w/ cobbles

Nitrogen (ppm) = 5, phosporus (ppm) = 25, potasium (ppm) = 60, pH= 6.6

53% gravel, 38% sand, 9% fines

Bottom of borehole at 30.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MCH

DRILLING METHOD Macro Core

HOLE SIZE

DRILLING CONTRACTOR GeoTek Alaska GROUND WATER LEVELS:

CHECKED BY SMH

DATE STARTED 10/10/18 COMPLETED 10/10/18

AT TIME OF DRILLING --- Not Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

IC

E

B O

N D

BOREHOLE BH-06

PROJECT NAME Fort Richardson National Cemetery Expansion

PROJECT LOCATION Fort Richardson, AK

CLIENT Vali Cooper International, LLC

PROJECT NUMBER 60131.04

C R

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O G

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R W

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\F T

R

IC

H A

R D

S O

N

B H

L O

G S

.G P

J CRW Engineering Group, LLC 3940 Arctic Blvd Ste 300 Anchorage, AK 99503 Telephone: (907) 562-3252 Fax: (907) 561-2273

R E

C O

V E

R Y

TESTS

U

.S .C

.S

MATERIAL DESCRIPTION

G R

A P

H

IC

MC

MC

MC

MC

MC = 38%

OLI, Topsoil, pH

MC = 4%

MC = 3%

MC = 5%

MC = 2%

SA

MC = 3%

MC = 5%

MC = 7%

SA

Org

ML

GW

GW-

GM

GW-

GM

0.3 1.0

15.0 15.5

30.0

ORGANIC MAT, (Org) brown, moist SANDY SILT, (ML) brown, moist, w/ organics % organics = 1, %ash = 99, nitrogen (ppm) = 10, phosporus (ppm) = 30, potasium (ppm) = 110, pH = 6.7, WELL GRADED GRAVEL WITH SAND, (GW) gray, subrounded, fine to coarse grained, moist, w/ cobbles

WELL GRADED GRAVEL WITH SILT AND SAND, (GW-GM) 58% gravel, 33% sand, 9% fines, light brown, moist WELL GRADED GRAVEL WITH SILT AND SAND, (GW-GM) gray, subrounded, moist, w/cobbles

46% gravel, 45% sand, 9% fines

Bottom of borehole at 30.0 feet.

NOTES

GROUND ELEVATION

LOGGED BY MCH

DRILLING METHOD Macro Core

HOLE SIZE

DRILLING CONTRACTOR GeoTek Alaska GROUND WATER LEVELS:

CHECKED BY SMH

DATE STARTED 10/10/18 COMPLETED 10/10/18

AT TIME OF DRILLING --- Not Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

D E

P T

H (f t)

S A

M P

LE

T

Y P

E N

U M

B E

R

IC

E

B O

N D

BOREHOLE BH-07

PROJECT NAME Fort Richardson National Cemetery Expansion

PROJECT LOCATION Fort Richardson, AK

CLIENT Vali Cooper International, LLC

PROJECT NUMBER 60131.04

C R

W L

O G

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R W

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LA

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D T

/9 /1

:5

J:

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.0

F

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E X

P A

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IO

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R E

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R E

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J CRW Engineering Group, LLC 3940 Arctic Blvd Ste 300 Anchorage, AK 99503 Telephone: (907) 562-3252 Fax: (907) 561-2273

R E

C O

V E

R Y

TESTS

U

.S .C

.S

MATERIAL DESCRIPTION

G R

A P

H

IC

MC

MC = 10%

AL

MC = 3%

MC = 3%

MC = 3%

MC = 4%

Org

ML

GW

0.3

3.0

15.0

ORGANIC MAT, (Org) brown, moist SANDY SILT, (ML) brown, moist, non plastic

WELL GRADED GRAVEL WITH SAND, (GW) gray, subrounded, moist, w/ cobbles

Bottom of borehole at 15.0 feet.

NOTES Multiple attempts made.