36C78618R0051-004.pdf

Subsurface Exploration and Geotechnical Engineering Report

Prepared for:

ISI Professional Services

1201 15th Street NW

Suite 200

Washington D.C. 20005

Cheyenne VA Cemetery Due Diligence

Cheyenne, WY

November 25, 2014

17573-HX

Prepared by:

INBERG-MILLER ENGINEERS

350 Parsley Blvd

Cheyenne, WY 82007

Quality Solutions Through Teamwork

124 East Main Street

Riverton, WY 82501

307-856-8136

307-856-3851 (fax) riverton@inberg-miller.com

1120 East “C” Street

Casper, WY 82601

307-577-0806

307-472-4402 (fax) casper@inberg-miller.com

350 Parsley Boulevard

Cheyenne, WY 82007

307-635-6827

307-635-2713 (fax) cheyenne@inberg-miller.com

193 West Flaming Gorge Way

Green River, WY 82935

307-875-4394

307-875-4395 (fax) greenriver@inberg-miller.com

830 E. Richards Suite #1

Douglas WY 82633

307-359-7000

307-460-7600 (fax) ctwiford@inberg-miller.com

November 25, 2014 17573-HX

Mr. Richard Banchoff ISI Professional Services 1201 15th Street NW Suite 200 Washington, D.C. 20005

RE: SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT

CHEYENNE VA CEMETERY DUE DILIGENCE

CHEYENNE, WYOMING

Dear Mr. Banchoff:

Enclosed is a PDF copy of our Subsurface Exploration and Geotechnical Engineering report for the above-referenced project. The work described in this report has been completed in accordance with our

Service Agreement dated October 13, 2014.

It has been a pleasure participating in this project. We are available to provide additional services at your request. Services we could provide include:

additional field exploration environmental assessment civil engineering plan and specification review surveying construction materials testing observation of excavations and earthwork

If you have any questions or comments, please contact us at 307-635-6827.

Sincerely, Derek J. Baker, P.E., P.G.

Geological Engineer / Office Manager

DJB:vrj\\\ime01\Projects\17573-HX,HS ISI Cheyenne VA Cemetery\17573-HX Geotech\17573-HX rpt.docx

Enclosures as stated i

ISI Professional Services / Cheyenne VA Cemetery Due Diligence 17573-HX

INBERG-MILLER ENGINEERS ii November 25, 2014

TABLE OF CONTENTS

TRANSMITTAL LETTER .................................................................................................................................... i

TABLE OF CONTENTS ..................................................................................................................................... ii

SUMMARY

SCOPE OF SERVICES

PROJECT INFORMATION

FIELD EXPLORATION

LABORATORY TESTING PROGRAM

SITE CONDITIONS

SUBSOIL CONDITIONS

GROUNDWATER CONDITIONS

RECOMMENDATIONS

EARTHWORK

FOUNDATIONS

LATERAL EARTH PRESSURES

SLAB-ON-GRADE

GENERAL

CONSTRUCTION CONSIDERATIONS

CLOSURE

APPENDIX A – SITE INFORMATION

Site Location Map

Site Observations

Test Boring Location Plan

APPENDIX B – TEST BORING INFORMATION

Test Boring Logs

General Notes

Classification of Soils for Engineering Purposes

APPENDIX C – LABORATORY TEST RESULTS

Particle Size Analysis

Colorado State University Soil Test Reports dated 11/20/14

APPENDIX D – ADDITIONAL INFORMATION

Limitations and Use of This Report

Sample and Data Collection Information

Important Information About Your Geotechnical Engineering Report

INBERG-MILLER ENGINEERS 1 November 25, 2014

SUMMARY

Based on information obtained from our subsurface exploration and laboratory testing of recovered samples, it is our opinion that the two proposed sites are suitable for development and construction of the proposed VA Cemetery project, subject to considerations for site preparation and foundations, which are described in this report. Our field exploration included sixteen test borings to depths of 11.5 feet. Soils encountered generally include clayey, fine to coarse sand at the southern site known as the

High Plains Arboretum (HPA) (borings B-1 through B-8), and clayey sand and/or sandy clay at the northern site known as the USDA leased High Plains Grassland Research Station (HPGRS) (borings B-9 through B-16). Soils at anticipated shallow foundation depths were generally in a loose to dense condition at both locations. Groundwater was encountered in only test boring B-2 at a depth of approximately 11 feet.

Any proposed buildings or structures can be supported on conventional, shallow spread, and continuous footings bearing on properly prepared and compacted native subgrades. Footings can be placed on firm, native soil subgrades that have been scarified, moisture conditioned, and compacted as described in the recommendations.

SCOPE OF SERVICES

The purpose of this study was to explore subsurface conditions at the site of the two proposed VA

Cemetery locations, and to provide geotechnical recommendations for design and construction. Specific recommendations and information are provided about foundation types, bearing capacity, groundwater conditions, earthwork, and other pertinent foundation and construction requirements.

PROJECT INFORMATION

Project information was provided by Mr. Richard Banchoff with ISI Professional Services. It is our understanding the project will consist of development of one of two proposed properties for use as a

Department of Veterans Affairs National Veterans Burial Grounds.

Detailed information on the structural loads of potential buildings and/or structures was not available at the time this report was prepared. However, based on information provided, we assume that any proposed structures will have low to moderate loads. These assumptions include maximum wall loads on the order of 3 kips per linear foot and maximum isolated columns loads on the order of 60 kips. Some recommendations provided in this report will not be appropriate for buildings with loads in excess of those described above.

Grading plans were not provided to us at the time this report was prepared. We assume that some minor grading will be required and cut and fill depths will be less than 3 feet. If cuts and fills significantly in excess of these assumptions are planned, we should be provided plans and the recommendations of this report should be reviewed for conformance with the planned site configuration.

FIELD EXPLORATION

The fieldwork was performed using a CME 45 truck-mounted drilling rig at the site on October 28-30, 2014. Sixteen test borings were advanced to a depth of 11.5 feet. Drilling was performed using 2.75-inch inside diameter, hollow-stem augers. The augers act as a continuously-advancing, steel casing. The

INBERG-MILLER ENGINEERS 2 November 25, 2014 method prevents test holes from caving in above the levels to be tested. Sampling tools are lowered inside the hollow-stem for testing into undisturbed soils.

Drilling and field sampling were performed according to the following standard specifications:

1. “Standard Practice for Using Hollow-Stem Augers for Geotechnical Exploration and Soil

Sampling,” ASTM D6151.

2. Sampling with a 2-inch O.D., split-barrel (split-spoon) sampler per ASTM D1586, “Penetration

Test and Split-Barrel Sampling of Soils.” Eighty such tests were performed. Standard penetration test blow counts were obtained by driving a 2.0-inch-diameter split-spoon sampler into the soil using an automatic hammer that drops a 140-pound hammer a distance of 30 inches. The SPT N-value is the blow count for 12 inches of sampler penetration. N-values are correlated to soil relative density, hardness, strength and a variety of other parameters.

The soil samples were field classified by the geological engineer and/or engineering technician, sealed in containers to prevent loss of moisture, and returned to our laboratory. A field log was prepared for each boring during drilling.

The borings were located in the field by pacing from property corners and later recorded by a surveyor who determined location and elevation using survey instruments. The precision of the elevations listed on the test boring logs in Appendix B and the test boring locations shown on the Test Boring Location

Plan in Appendix A should be evaluated accordingly.

LABORATORY TESTING PROGRAM

Upon return to the office, samples were classified visually in accordance with ASTM D2488. In order to better classify the recovered samples and determine their engineering properties, the following laboratory soil tests were performed:

TESTS

1. Moisture Content (ASTM D2216) 80

2. Atterberg Limits (ASTM D4318) 3

3. Sieve Analysis (#4 to #200) (ASTM C136 and C117) 3

4. Water Soluble Sulfate 2

A final log for each boring was prepared containing the work method, samples recovered, and a description of soils encountered. The sieve analyses are presented graphically in Appendix C, along with requested soil nutrient test results for testing performed by Colorado State University Soil, Water, and

Plant Testing Laboratory. All other test results are arrayed on the final logs bound into Appendix B.

SITE CONDITIONS

The sites are located at the joint facility known as the USDA High Plains Grassland Research Station and the City of Cheyenne High Plains Arboretum. The sites are vegetated with native grass. The topography at the site is relatively flat. A site location map, site observation sheet, and test boring location plan in

Appendix A describe the site in more detail.

INBERG-MILLER ENGINEERS 3 November 25, 2014

SUBSOIL CONDITIONS

The subsoil classified in the 16 test borings performed at the sites generally includes clayey, fine to coarse sand at the southern site known as the High Plains Arboretum (borings B-1 through B-8), and clayey sand and/or sandy clay at the northern site known as the USDA leased High Plains Grassland

Research Station (borings B-9 through B-16).

The topsoil consists of 4 inches to one foot of sandy clay. The organic content of the soils appears to be moderate to low. Standard Penetration Test Blow counts (N-Values) indicate that the soils are in a loose to medium dense condition. Bulk composite samples of topsoil from each of the two proposed sites were submitted to Colorado State University’s Soil, Water, and Plant Testing Laboratory for testing of pH, EC, organic matter, nitrate, phosphorus, potassium, zinc, iron, copper, manganese, boron, lime, and texture estimates. The results are summarized in the following table, and included in Appendix C.

Sample

Location pH

EC

(mmhos/cm)

Organic

Matter

Nitrate

(ppm)

P

(ppm)

K

(ppm)

Zn

(ppm)

Fe

(ppm)

Cu

(ppm)

Mn

(ppm)

B

(ppm)

Lime

Texture

HPA 7.7 0.2 1.3 3 6 253.8 4.9 3.5 0.9 0.5 0.5 >5

Sandy

Loam

HPGRS 7.7 0.3 2.2 4 2 237.6 6.4 6.7 0.8 0.5 0.5 >5

Sandy

Loam

Further discussion and interpretation of the analytical test results summarized above can be found in the soil test reports included in Appendix C.

Geotechnical laboratory testing indicates minus number 200 sieve fractions of 6 percent to 48 percent and plasticity indexes of NP to 23 percent indicating soils range from non-plastic to exhibiting medium to high plasticity. Standard Penetration Test blow counts (N-values) indicate that the soil is in a loose to dense condition.

GROUNDWATER CONDITIONS

Groundwater was encountered only in Test Boring B-2 at a depth of 11.2 feet below ground surface during drilling operations. Groundwater was not encountered in any of the other test borings.

Groundwater observations were made in each test boring at the completion of drilling and again prior to completion of the field work. This information, along with cave-in depths of the drill holes, is recorded on the final logs in Appendix B. Test borings were backfilled at the completion of the field work for practical and safety reasons. Therefore, no subsequent readings were performed.

Groundwater conditions could change with seasonal or long-term changes in climatic conditions and post-construction changes in irrigation and surface water runoff. Generally, developed sites have a significantly greater volume of water available to percolate into the ground due to irrigation and storm water runoff from hard surfaces. Localized, perched groundwater tables may develop above clay layers or bedrock or within the foundation backfill zone.

INBERG-MILLER ENGINEERS 4 November 25, 2014

RECOMMENDATIONS

EARTHWORK

1. Prior to construction on the site, all vegetation and organic surface matter should be stripped from the surface. Based on the test borings, it appears that stripping depths of approximately 4 to 12 inches may be required.

2. Demolition of existing structures and utilities (if any) must include complete removal of below grade concrete and old fill.

3. After excavation to desired site grades (including any overexcavation required), and prior to placing fill or erection of forms for foundations and slabs, we recommend the site surface be compacted. This compaction densifies the native subgrade and soils loosened by excavation.

This compaction effort should be performed in the presence of the Geotechnical Engineer so that soft or loose zones can be properly identified and improved. Alternatively, the Geotechnical

Engineer can observe proof rolling with a heavily-loaded wheeled vehicle. If loose or soft zones are encountered that do not improve with repeated compaction, they should be removed and replaced with properly compacted, approved fill, as described in Item 5 below.

4. Fill material requirements are provided in the following table:

Use Fill Material

Beneath structures Native sandy clay/clayey sand OR

Structural fill meeting Envelope A

Beneath Slabs:

Bottom of slab to 6 inches

Deeper than 6 inches below slab

WYDOT Grading W aggregate base

Native sandy clay/clayey sand OR

Structural fill meeting Envelope A

Road and pavement subgrades Scarified and compacted native soil

Trench backfill Native sandy clay/clayey sand OR

Structural fill meeting Envelope A

General site fill in landscaped areas Native sandy clay/clayey sand

Native and fill soils should be free of debris and particles larger than 6 inches in diameter.

INBERG-MILLER ENGINEERS 5 November 25, 2014

5. Imported fill specifications are provided below:

Structural Fill

Envelope A

WYDOT Grading W

Crushed Aggregate Base

Sieve Percent Finer Sieve Percent Finer

1½” 100 1½” 100

#4 50-100 1” 90-100

#8 30-90 ½” 60-85

#30 15-75 #4 45-65

#50 10-60 #8 33-53

#200 0-20 #200 3-12

Liquid Limit < 40, PI < 15 Liquid Limit < 25, PI < 3

6. Engineered fill should be placed in horizontal lifts not exceeding 8 inches in loose thickness and compacted at moisture contents ranging from 4 percent below to 2 percent above the optimum moisture content. The contractor’s equipment and procedures should produce a uniformly mixed and compacted lift. In-place density and water content of each lift of fill materials should be tested and approved.

The following table is our recommended soil compaction requirement for earthwork. All compaction requirements are based on Standard Proctor maximum dry density (ASTM D698).

Minimum % Compaction

Native Subgrade

Scarified and compacted subgrade soils beneath 95 footings, slabs-on-grade, pavement, and structural fill

Fill Soils

Beneath foundations 95

Beneath slabs-on-grade 95

Beneath pavements 95

Embankments and backfill in non-structural areas 90

7. If construction takes place during cold weather, care should be taken to prevent construction on frozen soils. In addition, fill materials should not contain snow and/or ice and should not be placed in a frozen condition.

FOUNDATIONS

Proposed structures can be supported on conventional continuous and spread footings bearing on well-prepared native soil. Site soils are generally in a medium dense condition and are considered adequate for support of shallow foundations.

1. Continuous strip or individual pad (spread) footings should bear on moisture conditioned, compacted, and tested, native, site soil. Compaction should be performed as described in the

Earthwork section above.

INBERG-MILLER ENGINEERS 6 November 25, 2014

2. Spread footings for building columns and continuous footings for bearing walls should be designed for an allowable net bearing pressure of 1,500 psf.

Shallow footing widths should be a minimum of 24 inches for individual pads and 18 inches for continuous footings.

The allowable net bearing pressure can be increased by one-third for short-term loads such as wind or seismic.

The above allowable bearing pressure is to be used with foundation reactions from dead and long-term live loads derived by working stress analyses.

“Net” bearing pressure is the difference in vertical pressure on an element of soil, at the bottom of the footing, between its pre-excavation condition and its completed project condition (including all live and dead structural loads). Generally the weight of below-grade foundation concrete and below-grade fill are not considered a net structural load because the densities of these materials are similar to the density of the original soil they displace. Where site grades change between the time of foundation excavation and project completion, the weight of fill soil and/or excavated soil may need to be accounted for as part of the “net bearing capacity”.

3. For frost protection and to provide containment for the bearing soils, exterior footings should extend to a minimum depth of 36 inches below finished exterior grade. Interior footings within heated areas of the building should extend to a minimum depth of 12 inches below the floor subgrade.

4. If footings are designed and constructed as recommended in this report, total foundations settlements of up to 0.75 inches are anticipated. Differential settlement across the building pad is anticipated to be less than 0.5 inch. Settlement is often induced by saturation of the foundation subgrade. Therefore, provisions for adequate surface drainage should be made.

Where differential settlement may be problematic, consideration should be given to design footing dimensions and loads to produce equal settlement. This effort may include considerations of compressibility of native soil, thickness and compressibility of fill, and distribution of dead load.

Foundations supported on new fills greater than about 3 feet may experience additional settlement due to settlement of the new fill and the weight of the fill on the subgrade soils.

5. Footing subgrades should be observed by the Geotechnical Engineer prior to concrete placement, to identify suitable bearing materials, and to observe whether the foundation soils have been properly prepared prior to foundation construction. All loose or soft soils in the footing excavation should be removed from the foundation excavation prior to concrete placement. Footings should not be placed on either uncompacted native soil or uncompacted fill.

INBERG-MILLER ENGINEERS 7 November 25, 2014

LATERAL EARTH PRESSURES

1. Lateral load parameters are provided in the following table. All of the parameters assume the structure and soils are above the water table. The following parameters do not include a factor of safety. A minimum factor of safety of 2.0 is recommended for horizontal loading.

Native clayey sand

Native sandy clay

Grading A

Fill

Active Lateral Soil Pressure – for structures that can deflect without restraint by other structures.

(equivalent fluid unit weight, pcf) 40 75 40

At-Rest Lateral Soil Pressure - for structures which have significant restraint against deflection. (equivalent fluid unit weight, pcf) 60 95 60

Passive Lateral Soil Pressure – resistance of soil abutting a structure. (equivalent fluid unit weight, pcf) 375 215 400

Coefficient of Friction between foundation and underlying soil 0.5 0.4 0.5

Soil Density, wet soil (pcf) 125 115 135

2. Where possible, foundations should be backfilled and compacted evenly on all sides to prevent horizontal movement. Foundation walls should be adequately braced prior to backfilling. Fill placed against retaining walls or basement walls should be carefully compacted with appropriate equipment to prevent excessive lateral pressures which may displace or damage the structure.

3. Surcharge loads, on the uphill side of the wall, due to ground slope, soil stockpiles, equipment, and structures may significantly increase lateral forces on the wall and need to be fully evaluated.

4. Drains should be installed behind retaining walls or other confined areas where surface precipitation and runoff water can collect. Drains should be designed to prevent the build-up of hydrostatic pressures behind the retaining structures due to trapped water.

SLAB-ON-GRADE

1. We recommend a minimum of 6 inches of properly compacted aggregate base (WYDOT Grading

W) beneath the slab. This layer is intended as a leveling course and to reduce potential point loading due to inconsistencies in the natural subgrade or shrink-swell related movements. The aggregate base course will not provide an effective capillary break for moisture rise to the slab.

Soil beneath the aggregate base can be properly prepared native soil or structural fill prepared as described in the Site Preparation and Fill Section above.

2. The floor slabs should have an adequate number of joints to reduce cracking resulting from differential movement, shrinkage, and curing stresses. The floor slab should be considered

INBERG-MILLER ENGINEERS 8 November 25, 2014

“floating” and may move differentially with respect to the building and foundation supported equipment. Consequently, isolation joints should be placed between the floor, building walls, and foundation supported equipment.

3. Regardless of the pre-construction soil-moisture content, there is a potential for problematic infiltration of moisture upwards through the slab-on-grade floor. In this semi-arid climate, the moisture content of soil beneath buildings generally increases following construction. This is due to the reduction of evapotranspiration from the ground surface and the concentration of water around the building from irrigation and runoff from hard surfaces. Post-construction moisture infiltration through the slab may result in damage to flooring materials or may support growth of mold or other biologic materials in areas of poor ventilation. Installation of a moisture barrier beneath the slab should be considered by the building design professionals in light of the long-term service requirements for the building.

GENERAL

1. The measured water-soluble sulfate content of 0 to 50 ppm for samples from Test Borings B-3 and B-13 at a depth of 2.5 feet indicates that the soils do not contain sufficient sulfates to be very reactive with cement. According to American Concrete Institute (ACI) and Portland Cement

Association (PCA) guidelines, no special provisions for cement type or water/cementitious material ratio are required for sulfate resistance of portland cement concrete.

Concrete mixes should be designed to resist alkali silica reactions (ASR). ASR is a serious problem in the Cheyenne area due to local aggregates, which adversely react with portland cement. The

ASR reaction results in formation of a gel within the concrete, which absorbs moisture and expands. The expansion of the gel results in severe cracking of concrete exposed to moisture.

ASR is normally mitigated by Cheyenne concrete producers by replacing local coarse aggregate with non-reactive aggregates and/or blending Class F Fly Ash or a lithium compound with portland cement. Concrete mixes should meet the requirements of the City of Cheyenne Board of Public Utilities Construction Specifications (2007).

2. Rainwater discharge from building roofs, parking, and drive areas should be directed toward collection points and disposed of away from buildings, structures, and pavements in an adequate and efficient manner.

3. In order to promote drainage away from buildings and structures, we recommend that final exterior grades slope away from buildings and structures at a slope of 5 percent for a minimum distance of 10 feet.

4. In order to reduce the presence of moisture near structures, landscaping should utilize plants and vegetation adjacent to buildings and structures that do not require much irrigation.

Furthermore, sprinkler heads should not be placed closer than 10 feet from structures.

5. In accordance with the International Building Code (IBC), 2003 Edition, Table 1615.1.1, we recommend site Class D for determination of design spectral response acceleration parameters per IBC. This class is based on Standard Penetration Resistance blow count numbers (N-values) per ASTM D1586 and the assumption that the subsurface soil conditions encountered in the test

INBERG-MILLER ENGINEERS 9 November 25, 2014 borings can be projected deeper into the earth to describe the average soil conditions for the top 100 feet. Class D describes the average soil properties of the top 100 feet as stiff silt and clay

(15 < Standard Penetration Test blow count N < 50 and 1,000 psf < undrained shear strength <

2,000 psf).

6. Inberg-Miller Engineers should review final plans and specifications in order to determine whether the intent of our recommendations has been properly implemented. In addition, we should be retained as the geotechnical engineer and construction materials testing agency to provide the following services:

a) Observe excavations to determine if subsurface conditions revealed are consistent with those discovered in the exploration.

b) Identify if the proper bearing stratum is exposed at proposed foundation excavation depths.

c) Observe that foundation excavations are properly prepared, cleaned, and dewatered prior to concrete placement.

d) Test compaction of subgrades and fills.

e) Perform field and laboratory testing of concrete and other materials as required by project specification and/or building code.

CONSTRUCTION CONSIDERATIONS

No major difficulties are anticipated for conventional equipment during earthwork construction at the proposed site. We do not anticipate that groundwater will be encountered at the proposed foundation depths during construction. However, excavations should be protected from surface water run-off, whenever possible. Water accumulation within excavations should be promptly removed. If excavation bottoms become wet, excavation of soils beyond the minimum required depth may be necessary to provide a firm base for fill placement.

Excavations should be sloped, benched, shored, or made safe for entry by use of trench boxes as required by the standards of 29 CFR Part 1926. As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral distance equal to the slope height, from the crest of the slope.

The contractor is solely responsible for designing and constructing stable excavations. Furthermore, the contractor’s “responsible person” should continuously evaluate the soil exposed in the excavations, the geometry of the excavation slopes, and the protective equipment and procedures employed by his forces. For the sole purpose of project planning, we recommend that sandy clay and clayey sand to depths of approximately 10 feet be considered an OSHA C soil. Excavations, including utility trenches, extending to depths of greater than 20 feet are required to have side slopes, trench boxes, or shoring designed by a professional engineer.

INBERG-MILLER ENGINEERS November 25, 2014

Site Location Map

Source : Google Earth

Cheyenne High

Plains Arboretum

Site

USDA High Plains Grassland

Research Station Site

Site Observations

1. Location of Site: Cheyenne High Plains Arboretum / USDA High Plains Grassland Research Station N 41.180687 W -104.901220

2. City/Town: Cheyenne, Wyoming

3. Slope of Ground Surface: Flat

4. Downhill Direction: Southerly

5. Est. Change of Surface Elevation: Up to 8 to 10 feet

6. Bodies of Water Nearby: None

7. Topsoil Type: Sandy clay

8. Vegetation: Native grass

9. Rock Outcrops: None

10. Est. Depth to Bedrock: Greater than 10 feet

11. Artificial Fills: None

12. Type and Depth: N/A

13. Nearby Land Features: Rolling hills

14. Present Site Improvements: Existing facilities associated with the USDA High Plains

Grassland Research Station

15. Buried Utilities On Site: Irrigation

16. Nearby Buildings: Existing facilities associated with the USDA High Plains

Grassland Research Station

17. Cond. of Nearby Foundations: Unknown

18. Cond. of Nearby Streets/Walks: Fair to poor

19. Buried Obstructions Encountered: None

20. History of Land Use: Existing facilities associated with the USDA High Plains

Grassland Research Station

21. Existing Drainage Features: Site grades

22. Overhead Utilities Crossing Site: None

Test Boring Location Plan

Test Boring by Inberg-Miller Engineers on October 28-30, 2014

Source: Google Earth

Loose to medium dense, moist, brown, clayey, fine to coarse

SAND

4' Grades no clay

8' Grades clayey and no coarse

SAND

11.5

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17573-HXCheyenne VA CemeteryProject:

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SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

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6" of Topsoil

Loose, moist, dark-brown, clayey, fine to medium SAND

Dense to very dense, dry, light-brown, fine to coarse SAND

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CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

11.2

11.5Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

WSS=0-50 ppm

2" of Topsoil

Medium dense to very dense, moist, brown, clayey, fine to coarse SAND

2' Grades no clay - Grades

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TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/28/14 10/28/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

11.5Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

6 SP-SM

LL= 0

PL= 0

PI= 0

4" Topsoil

Medium dense, moist, brown, clayey, fine to coarse SAND &

GRAVEL

2' Grades no clay

0.33

11.5

19 75

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-4

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/29/14 10/29/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

5.8Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger dark-brown, clayey, fine to coarse

SAND

4' Grades some gravel and no clay

0.50

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-5

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/29/14 10/29/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

6.8Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

Very loose to medium dense, moist, dark-brown, clayey, fine to coarse SAND & GRAVEL

2' Grades no clay

11' Grades wet

0.50

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-6

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/29/14 10/29/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

Medium dense, moist, dark-brown, clayey, fine to medium SAND

2.5' Grades more GRAVEL & loose SAND

Medium stiff, moist, brown, fine to medium, sandy CLAY

9' Grades less medium SAND

0.50

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-7

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/29/14 10/29/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger dark-brown, clayey, fine to medium SAND

2' Grades more coarse SAND

5' Grades coarse SAND

7' Grades more clayey

.50

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-8

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/29/14 10/29/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

9.3Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

Medium dense to dense, moist, dark-brown, clayey, fine to coarse

SAND

2.5' Grades brown, no clay & more

GRAVEL

Medium dense to very dense, moist, light-brown, clayey, fine to medium SAND

0.50

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-9

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/29/14 10/29/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

9.3Depth to Cave In (Ft):

N/A

2 3/4" Hollow Stem Auger

3" of Topsoil

Medium dense to very dense, moist, brown, fine to coarse SAND

& GRAVEL

Medium dense to very dense, moist, light-brown, clayey, fine to medium SAND

0.25

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-10

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/30/14 10/30/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

6.1Depth to Cave In (Ft):

Dry

2 3/4" Hollow Stem Auger

4" Topsoil

Medium dense, moist, brown, clayey, fine to coarse SAND &

GRAVEL

Medium dense to dense, moist, light-brown, clayey, fine to medium

SAND

0.33

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-11

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/30/14 10/30/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

None

Dry

8.9Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

Stiff, moist, brown, sandy CLAY (Topsoil)

Stiff, moist, tan, sandy CLAY

Medium dense, moist, tan, clayey

SAND

1.5

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-12

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/30/14 10/30/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

N/A

Dry

9.3Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

WSS=0-50 ppm

SC

LL= 39

PL= 16

PI= 23

Stiff, moist, brown, sandy CLAY (Topsoil)

Stiff, moist, tan, sandy CLAY

Medium dense, moist, tan, clayey, fine SAND

7.5' Grades dense

10' Grades wetter

11.5

1 52

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-13

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/30/14 10/30/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

Dry

Dry

8.9Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

Stiff, moist, brown, sandy CLAY

Stiff, moist, tan, fine, sandy CLAY

Loose, moist, tan, clayey, fine

SAND

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-14

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/30/14 10/30/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

Dry

Dry

9.5Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

40 SC

LL= 33

PL= 17

PI= 17

Medium stiff, dry, brown, sandy

CLAY

Medium stiff, dry, tan, sandy

CLAY

Medium dense, moist, tan, clayey, fine SAND

10' Grades clayey

11.5

6 53

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-15

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/30/14 10/30/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

Dry

Dry

9.8Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

Stiff, dry, brown, sandy CLAY

Stiff, moist, tan, fine, sandy CLAY

Loose, moist, tan, clayey, fine

SAND

7.5' Grades medium dense

4.5

11.5

-2

Cheyenne, Wyoming

PER

BLOWS

N

TEST BORING B-16

Surface Elevation (Ft): % G

R A

V E

L

LL

Ft

G R

A P

H

IC

17573-HXCheyenne VA CemeteryProject:

PL

WATER CONTENT

Job No.:

Location: Client:

S

A N

D

S A

M P

LE

T

Y P

E

R E

C O

V E

R Y

OTHER TESTS

AND NOTES

20 400 60100

Q p

(T S

F)

SOIL DESCRIPTION

E

LE

V A

TI

O

N

D E

P

TH

(f t)

ISI Professional Services

LO

G

O F

T E

S T

B O

R

IN

G O

R T

E S

T P

IT

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

IN

B

_M

LL

R

-2 3-

.G

5/

Crew:

Rig:

Benchmark/Datum (Ft):

Date Completed:

Termination Depth (ft):

Method:

Date Begun: 10/30/14 10/30/14

CME-45

11.5

Remarks:

TEJ,RFV

SAMPLE TYPES

Standard Penetration Test While Drilling (ft)

End of Drilling(ft)

WATER LEVEL OBSERVATIONS

Dry

Dry

9.7Depth to Cave In (Ft):

2 3/4" Hollow Stem Auger

GENERAL NOTES - LOG OF TEST BORING/TEST PIT

DESCRIPTIVE SOIL CLASSIFICATION

Grain Size Terminology

Soil Fraction Particle Size U.S. Standard Sieve Size

Boulders Larger than 12” Larger than 12”

Cobbles 3” to 12” 3” to 12”

Gravel: Coarse 3/4” to 3” 3/4” to 3”

Fine 4.76mm to ¾” #4 to ¾”

Sand: Coarse 2.00mm to 4.76mm #10 to #4

Medium 0.42mm to 2.00mm #40 to #10

Fine 0.074mm to 0.42mm #200 to #40

Silt 0.005mm to 0.074mm Smaller than #200

Clay Smaller than 0.005mm Smaller than #200

Plasticity characteristics differentiate between silt and clay

Relative Density Consistency

Term “N” Value* Term qu-tons/sq. ft.

Very Loose 0-4 Very Soft 0.0 to 0.25

Loose 4-10 Soft 0.25 to 0.5

Medium Dense 10-30 Firm 0.5 to 1.0

Dense 30-50 Stiff 1.0 to 2.0

Very Dense Over 50 Very Stiff 2.0 to 4.0

Hard Over 4.0

*Note: The penetration number, N, is the summation of blows required to effect two successive 6” penetrations of the 2” split-barrel sampler. The sampler is driven with a 140-pound weight falling 30”, and is seated to a depth of 6” before commencing the standard penetration test.

DESCRIPTIVE ROCK CLASSIFICATION

Engineering Hardness Description of Rock

(not to be confused with MOH’s scale for minerals)

Very Soft Can be carved with a knife. Can be excavated readily with point of pick. Pieces one inch or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail.

Soft Can be gouged or grooved readily with knife or pick point.

Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.

Medium Soft Can be grooved or gouged 1/16-inch deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-inch-maximum size by hard blows of the point of a geologist’s pick.

Medium Hard Can be scratched with knife or pick. Gouges or grooves to

¼-inch deep. Can be excavated by hard blow of a geologist’s pick. Hand specimens can be detached by moderate blow.

Hard Can be scratched with knife or pick only with difficulty.

Hard blow of hammer required to detach hand specimen.

Very Hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist’s pick.

NOMENCLATURE

Drilling and Sampling

SS -- Split Barrel (spoon) Sampler

N -- Standard Penetration Test Number, blows/foot*

ST -- Thin-walled Tube (Shelby Tube) Sampler

DC -- Thick-wall, ring lined, drive sampler

C -- Coring

DP -- Direct Push Sampler

CS -- Continuous Sampler (used in conjunction with hollow stem auger drilling)

D -- Disturbed Sample (auger cuttings, air/wash rotary cuttings, backhoe, shovel, etc.)

Laboratory Tests

USCS -- Unified Soil Classification System (soil type)

W -- Water Content (%)

LL -- Liquid Limit (%)

PL -- Plastic Limit (%)

PI -- Plasticity Index (LL-PL) (%) qu -- Unconfined Strength, TSF qp -- Penetrometer Reading (estimate of unconfined strength), TSF γm -- Moist Unit Weight, PCF γd -- Dry Unit Weight, PCF

WSS -- Water Soluble Sulfate (%)

Φ -- Angle of Internal Friction (degrees) c -- Soil Cohesion, TSF

SG -- Specific gravity of soil solids

S -- Degree of Saturation (%) e -- Void Ratio n -- Porosity k -- Permeability (cm/sec)

Water Level Measurement

-- Water Level at Time Shown

Note: Water level measurements shown on the boring logs represent conditions at the time indicated, and may not reflect static levels, especially in cohesive soils. The available water level information is given at the bottom of each log.

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

ASTM Designation: D2487-69 and D2488-69

(Unified Soil Classification System)

Major Divisions

Group

Symbols Typical Names Laboratory Classification Criteria

C o ar se

-G ra in e d S o ils

(M re t h an h al f o f m at er ia l i s la rg er t h an

N o

. 2 s ie ve s iz e

G ra ve ls re t h an h al f o f co ar se f ra ct io n is la rg er t h an

N o

. 4 s ie ve s iz e)

C le an G ra ve

(L it tl e o r n o f in es

GW

Well graded gravels, gravel-sand mixtures, little or no fines

D et er m in e p er ce n ta ge s o f sa d an d gr av el fr m gr ai n -s iz e cu rv e.

ep en d in g p er ce n ta ge o f fi n es fr ac ti o n s m al le r th an

N o s ie ve s iz e) co ar se

-g ra in ed s o ils a re cl as si fi ed a s fo llo w s:

Le ss t h an

G W

,G P

, S W

, S P

M re t h an

G M

, G C

, S M

, S t o

B rd er lin e ca se s re q u ir in g d u al s ym b o b

GP

Poorly Graded gravels, gravel-sand mixtures, little or no fines

Not meeting all gradation requirements for GW

G ra ve ls w

Fi n e s

(A p p re ci ab le a m o u n t o f fi n e s)

GMa d Silty gravels, gravel-sand-silt mixtures

Atterberg limits below “A” line or P.I.

less than 4

Above “A” line with

P.I. between 4 and 7 are borderline cases requiring use of dual symbols u

GC

Clayey gravels, gravel-sand-clay mixtures

Atterberg limits below “A” line or P.I.

greater than 7

Sa n d s

(M o re t h an h al f o f co ar se f ra ct io is sm al le r th an

N o

. 4 s ie ve s iz e) an S an d s (L it tl e o r n o f in es

SW

Well-graded sands, gravelly sands, little or no fines

SP

Poorly graded sands, gravelly sands, little or no fines

Not meeting all gradation requirements for SW

Sa n d s w

Fi n e s

(A p p re ci ab m u n t o f fi n es

SMa d

Silty sands, sand-silt mixtures

Atterberg limits above “A” line or P.I.

less than 4

Limits plotting in hatched zone with

P.I. between 4 and 7 are borderline cases requiring use of dual symbols u

SC

Clayey sands, sand-clay mixtures

Atterberg limits above “A” line or P.I.

greater than 7

Fi n e -G ra in ed S re t h an h al f m at er ia l i s sm al le r th an N o . 2 s ie ve s iz e

Si lt s an d C ys iq u id li m it le ss t h an

) ML

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity

Plasticity Chart

CL

Inorganic clays of low to medium plasticity, gravelly, clays, sandy clays, silty clays, lean clays

OL

Organic silts and organic silty clays of low plasticity

Si lt s an d C ys iq u id li m it g re at er t h an

MH

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

CH

Inorganic clays of high plasticity, fat clays

OH

Organic clays of medium to high plasticity, organic silts

H ig h ly

O rg an ic

So

Pt Peat and other highly organic soils a Division of GM and SM groups into subdivision of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L. is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28.

b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW-GC, well-graded gravel-sand mixture with clay binder.

;4

60 thangreater D

D Cu 3&1

30 between xDD

D Cc

;6

60 thangreater D

D Cu 3&1

30 between xDD

Cc

0.0010.010.1110100

47.6

40.1

6.0

D60

10 14

Specimen Identification

Specimen Identification D10

U.S. SIEVE NUMBERS

5.0

7.5

7.5

CuPI

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

41 3/4 3/8 3

%Gravel %Sand %Silt %Clay

B-13

B-15

B-4

100 1403 1/2 60 fine

HYDROMETERU.S. SIEVE OPENING IN INCHES

fine coarse medium

B-13

B-15

B-4

LL PL

0.095

0.115

2.176

9.5

19 0.53 0.162

D100

GRAVEL

13.410.79

1.5

Classification coarse

COBBLES

Cc

20 30 40 50

SAND

SILT OR CLAY

CLAYEY SAND(SC)

CLAYEY SAND(SC)

POORLY GRADED SAND with SILT and GRAVEL(SP-SM)

NP

66 8

D30

NP

NP

PARTICLE SIZE ANALYSES

0.7

6.4

19.2

5.0

7.5

7.5

51.7

53.4

74.8

INBERG-MILLER ENGINEERS

PROJECT: Cheyenne VA Cemetery

JOB NO.: 17573-HX

CLIENT: ISI Professional Services

TEST METHOD: ASTM D422

U S

_G R

A

IN

_S

IZ

E

-H X

IS

I C

H E

Y E

N N

E V

A C

E M

E T

E R

Y .G

P J

U S

_L A

B .G

D T

1/

/1 pH: 7.7 pH is High. pH 6 to 7.2 is the preferred pH range for growth of most plants, but most plants tolerate this higher pH with little problem.

Electrical Conductivity or Salts: 0.3

E.C. is Low. When E.C. less than 2.0, salinity is not a problem for plant growth.

Lime: Very High

Very High: Lime is greater than 5%. Plants can still grow quite well in soil with this lime content.

Texture Estimate: Sandy Loam

This soil will drain at a medium to high rate which may cause it to dry out rapidly. Watering times may have to be increased to compensate for the rapid drainage.

Sodium Absorption Ratio:

This value not requested.

Organic Material: 2.2

Organic Matter is Low; For New Turfgrass add 3 cubic yards of OM per 1000 sq.ft. prior to seeding.

Nitrate: 4

When nitrate-N is less than 10 ppm, add N at these rates: For high maintenance turf: add 1 lb N/1000 sq.ft in each of 4 applications: (1) mid-March, (2) May-to-mid-June, (3) mid-Aug to mid-Sept., (4) and early Oct. to early Nov.For low maintenance turf: reduce applications (1) and (2) to 1/2 lb N/1000 sq.ft; application (4) is optional. For each 1 lb of N needed, apply 2 lb urea, or 5 lb ammonium sulfate, or 3 3/4 lb (27-3-4) lawn fertilizer, or 8 lb bloodmeal, or 11 lb corn gluten meal, or 50 lb alfalfa meal/pellets, per 1000 sq.ft.