751-22020.JLM_Barry SGA_Geotech Report.pdf

REPORT OF THE

GEOTECHNICAL INVESTIGATION FOR

BARRY STATE GAME AREA

YANKEE SPRINGS TOWNSHIP

BARRY COUNTY

MICHIGAN

JUNE 17, 2022

Nowak & Fraus Engineers

46777 Woodward Avenue

Pontiac, Michigan 48342

Project No. 2022.0509

June 17, 2022

Nowak & Fraus Engineers

46777 Woodward Avenue

Pontiac, Michigan 48342

Attention: Mr. Steven Sutton

Regarding: Barry State Game Area

Geotechnical Report

Yankee Springs Township, Barry County, Michigan

Project No. 2022.0509

Dear Mr. Sutton:

Soils & Structures is pleased to present this geotechnical investigation report for the Barry

State Game Area project located at 1805 South Yankee Springs Road in Yankee Springs

Township, Barry County, Michigan.

The investigation included two (2) test borings extended to a depth of 15.0 feet. The test borings were conducted in accordance with ASTM D 1586 procedures.

The report, test boring location plan, and test boring logs are enclosed. The report provides recommendations for site preparation, foundations, fill, and floors.

We appreciate the opportunity to provide engineering services to Nowak & Fraus Engineers. If you have any questions regarding this report, please contact our office.

Sincerely, Soils & Structures, Inc. Reviewed by:

Leina I. Kaehr Michael J. Partenio, P.E.

LIK/lk

Table of Contents Location of Soil Investigation Purpose of Investigation Design Information Tests Performed Description of Soil Description of Groundwater Conditions Description of Site Recommendations

Site & Subgrade Preparation Foundations Settlement Floors Lateral Earth Pressure Excavations Fill Groundwater Management Quality Control Testing

General Conditions & Reliance

Appendix

Test Boring Location Plan

General Soil Profile

Test Boring Logs

Laboratory Tests

General Soil Information

Page 1 – Barry State Game Area

Project No. 2022.0509 – June 17, 2022

Location of Soil Investigation

The soil investigation was conducted at the site located at 1805 South Yankee Springs Road in

Section 23 of Yankee Springs Township, Barry County, Michigan. The parcel number for the site 16-023-006-00.

Purpose of Investigation

The purpose of this investigation is to provide geotechnical engineering recommendations for the proposed building.

Design Information

The project is anticipated to consist of a single story, wood-framed structure with a slab on grade floor. The structure will be constructed as a pole barn.

The maximum column load for the building is anticipated to be less than 20,000 pounds.

Allowable settlements of 0.6 inches for total settlement and 0.4 inches for differential settlement are assumed. If the actual design is significantly different than assumed in this report, then Soils & Structures should be contacted so that the recommendations included in this report may be reviewed and revised if necessary.

The floor elevation of the building is anticipated to be approximately 884.0 feet. Fill and excavation will be required to achieve the final grade. The maximum thickness of fill is anticipated to be less than 2.0 feet. Excavations and backfill will be required for the construction of foundations and utilities. The greatest depth of excavation for construction of the foundations and utilities is anticipated to be less than 4.0 feet below the proposed floor elevation. Groundwater controls and dewatering will probably not be necessary.

Tests Performed

The investigation included two (2) test borings extended to a depth of 15.0 feet. The test borings are designated as Test Boring One (TB-01) and Test Boring Two (TB-02). The locations were determined by Soils & Structures. The locations were reviewed for accessibility by

Soils & Structures. The test borings were conducted in accordance with ASTM D 1586 procedures. The ASTM D 1586 standard describes the procedure for sampling and testing soil using the Standard Penetration Test. A manual hammer was used to obtain the soil samples.

Page 2 – Barry State Game Area

The surface elevations at the test boring locations and additional points of reference were obtained with a Global Navigation Satellite System (GNSS) Receiver. The receiver was connected to the local MDOT CORS base station. Through this system, vertical measurements are obtained and referenced to the North American Vertical Datum

(NAVD88). Horizontal measurements are also obtained at the test boring locations which are referenced to the Michigan State Plane Coordinate System. Measurements of additional site-specific reference points were also obtained. Both the vertical and horizontal measurements typically have an accuracy of approximately 0.5 inches. The measured test boring locations and surface elevations can be found in Table 1.

Table 1: Measured Test Boring and Points of

Reference Locations and Surface Elevations

Test Boring / Location Elevation

(feet) Northing

(feet) Easting (feet)

Surface Cover

Test Boring One* 893.0 412130.8 12832567.1 Sand

Test Boring Two* 895.3 412112.1 12832585.6 Topsoil

Base Setup 938.6 405603.5 12881483.7 -

*Note: GNSS data including elevation, northing, and easting may be inaccurate due to overhead obstructions

Soil samples were classified according to the Unified Soil Classification System. This method is a standardized system for classifying soil according to its engineering properties. Please refer to the appendix of this report for the Unified Classification System Chart. The classification is shown in the “Material Description” column of the test boring logs.

The soil strength and the allowable soil bearing value were evaluated using the “N” value. The

“N” value is the number of blows required to drive a soil sampler one foot with a standard 140-pound drop hammer. The sampler is driven a distance of 18.0 inches. The number of blows for each 6.0-inch increment is recorded. The sum of the second and third intervals is the “N” value.

The number of blows for each 6.0-inch interval is shown on the test boring logs under the column labeled “Blow Counts”. The “N” value for each sample is shown in the adjacent column.

Page 3 – Barry State Game Area

Laboratory testing consisted of natural moisture content (ASTM D 2216), particle size (sieve) analysis (ASTM D 6913), and Loss on Ignition (ASTM D2974). The tests were performed on representative soil samples. The tests were performed in accordance with the ASTM standards listed above. The moisture content documents the presence of groundwater in the soil. The sieve analysis determines the particle distribution which is used to classify the soil and estimate its properties. Loss on ignition testing determines the amount of organic material within a soil sample.

The U.S. Geological Survey Topographic map and the Quaternary Geology map of Southern

Michigan were reviewed. These maps provide general geological information about the region.

Publicly available well logs from the Michigan Department of Environmental Quality of the surrounding area were reviewed to determine the depth of bedrock.

Description of Soil

The general soil profile consists of a layer of sand which extends to a depth of at least 15 feet.

The soil profile is part of an end moraine of coarse-textured glacial till. A moraine is a long ridge that is formed at the end of a stationary glacier. Moraines are typically deep soil deposits consisting of glacial till. A coarse-textured glacial till is a mixture of soil types in which sand is the primary soil type.

Topsoil is present across the surface of the majority of the site. The topsoil thickness ranges from 12.0 to 13.0 inches. In the area of Test Boring One, the topsoil is buried below a 5.0-inch layer of gravelly sand.

The sand layer consists of primarily brown fine to medium sand with varying amounts of clay which extends to a depth of at least 15 feet. The “N” values of the sand layer range from 5 to

19, indicating that the sand is in a slightly compact to compact state. The “N” values correspond to an internal friction angle between 29 and 34 degrees. A high concentration of organic material was encountered within the sand layer between depths of 4.0 and 7.0 feet in the area of Test Boring Two. Although the “N” value in this area is 1, the material has an organic content of 8.0 percent, indicating that it may be compressible. The sand layer will support the foundations and floor following site preparation.

Bedrock is present below a depth of 146 feet. The bedrock is part of the Marshall Formation which consists of primarily sandstone. The Marshall Formation originated during the lower

Mississippian Period which ended approximately 346.7 million years ago.

Page 4 – Barry State Game Area

Description of Groundwater Conditions

Groundwater was not encountered in the test borings. The water table is probably present below a depth of 15.0 feet which is the maximum depth achieved by the test borings. Long-term groundwater monitoring was not included as a part of the investigation.

Description of Site

The soil investigation was conducted at the site located at 1805 South Yankee Springs Road in

Yankee Springs Township, Barry County, Michigan. The site consists of a wooded area near the center of the existing Barry State Game Area Headquarters property. The surface elevation of the site ranges from 893.0 to 895.3 feet. Photographs #1 and #2 show the site conditions at the time of the investigation.

Photograph #1: Center portion of the site. View is to the west. (Project No. 2022.0509, Barry

State Game Area, Yankee Springs Township, Barry County, Michigan, May 2022)

Page 5 – Barry State Game Area

Photograph #2: Central portion of the site. View is to the north. (Project No. 2022.0509, Barry

State Game Area, Yankee Springs Township, Barry County, Michigan, May 2022)

Recommendations

Site & Subgrade Preparation

Vegetation in the construction areas should be cleared and removed as part of subgrade preparation. The topsoil should be removed to the extent that all soil with an organic content of

3.0 percent or greater is removed. Soil containing roots should be removed to the extent that the root content by volume is 5.0 percent or less. All roots over 0.5 inches in diameter should be removed. The amount of topsoil anticipated to be removed is less than 13 inches.

Fill will be required to achieve the desired grade. The maximum amount of fill is anticipated to be 2.0 feet. Excavation will be required for construction of the foundations and utilities.

Excavations for foundations and utilities are anticipated to extend approximately 4.0 feet below the proposed floor elevations. Excavated sand may be retained for use as fill.

Page 6 – Barry State Game Area

Fill should be placed following the recommendations in the “Fill” section of this report. Fill should be compacted to 95.0 percent of the soil’s maximum density to its full depth. In-situ sand should be compacted to 95.0 percent of the soil’s maximum density. Compaction tests are recommended to verify the level of compaction.

The subgrade below the building should be proof rolled prior to construction. The proof roll should consist of single, overlapping passes. Areas that experience yielding during the proof roll should be recompacted. If these areas still experience yielding following compaction, undercutting or the use of geogrid may be required to stabilize the subgrade.

Soil brought to the site for fill should be clean sand and gravel meeting MDOT specifications.

The soil which will be used for fill should be kept free of topsoil and other organic materials.

Compaction tests are recommended to check the compaction of the new fill.

Foundations

Pole foundations supported by concrete footings or encased in a poured concrete column are recommended to support the building provided the subgrade is prepared as discussed in this section as well as the “Site & Subgrade Preparation” and “Fill” sections of this report. The pole foundations should extend to a depth of at least 7.0 feet in order to bypass the organic material and are anticipated to bear on the in-situ sand following site preparation.

Fill below the building should be compacted to a density of 95.0 percent of the soil’s maximum density to its full depth. In-situ sand should be compacted to 95.0 percent of the sand’s maximum density. Compaction tests should be performed in the foundation subgrade to verify these levels of compaction. Soils not exceeding the minimum density should be recompacted.

Foundations should not be constructed on frozen soil. During cold weather construction, the foundation subgrade and foundations should be protected from freezing with insulated blankets until backfill is placed over both sides of the foundation. Foundations that are damaged by frost heave should be replaced.

Page 7 – Barry State Game Area

The site classification for seismic design is “D” based on the Michigan Building Code provided the recommendations in this report are observed. The site has a peak ground acceleration of

0.106g with a 2.0 percent probability of exceedance in 50 years. The design spectral response acceleration parameters (SD) are 0.163g for the short-term response and 0.119g for the one second response. The corresponding numeric seismic design values for the spectral response acceleration parameters above are 0.109 and 0.079 respectively.

The foundations may be designed using an allowable bearing value of 3,000 pounds per square provided the recommendations for site preparation in the previous section are observed. The allowable bearing values may be increased 25.0 percent when considering transient loads such as earthquakes and wind.

Settlement

The maximum settlement of the building is anticipated to be less than 0.4 inches provided the recommendations in this report are observed. Differential settlement will be approximately one half of the maximum value. These levels of settlement are within the recommended acceptable limits of 0.6 inches of total settlement and 0.4 inches of differential settlement.

Floors

A slab on grade is recommended for the floor.

A base of 6.0 inches of clean sand is recommended under the floor. The sand should meet

MDOT Class II specifications. Fill under floors should be compacted as specified in the “Fill” section of this report. The in-situ soil does not meet these specifications.

A modulus of subgrade reaction of 130 pounds per cubic inch is recommended for the design of slabs on grade.

Lateral Earth Pressure

Lateral earth pressures may be calculated using a coefficient of active earth pressure of 0.36 and a coefficient of at rest earth pressure of 0.53. The passive resistance of the in-situ sand should be calculated using an earth pressure coefficient of 2.7.

Page 8 – Barry State Game Area

Excavations

The in-situ soils are OSHA type “C” soils. Excavations that will be entered by personnel should be based on OSHA requirements for a type “C” soil. Based on OSHA requirements, a maximum allowable side slope of 34 degrees (1.5H:1V) is recommended for excavations 4.0 to 15.0 feet deep. Excavations less than 4.0 feet deep may have vertical side slopes. Excavations near existing building or property lines may require temporary shoring.

Fill

Fill should be compacted to a density of 95.0 percent of its maximum density. The maximum density should be determined in accordance with the ASTM D 1557 standard. A maximum thickness per layer of 6.0 inches is recommended. Compaction tests are recommended to confirm that the fill is compacted to the required density.

Soil brought to the site for structural fill should be sand meeting MDOT Class II requirements or ASTM requirements for a SP or SW which are the designations for clean sand. If the amount of fill required to achieve the desired grade exceeds the amount of material available on site, clean sand will probably have to be imported.

Fill should not be placed over frozen ground, snow or ice. Soil which contains frozen material should not be used as fill. During winter construction, removal of frozen ground may be necessary prior to placing fill.

Groundwater Management

Dewatering will probably not be necessary for construction of the foundations and groundwater will probably not be encountered in excavations. If water is encountered in excavations for utilities and foundations, the excavation bottom may be stabilized by placing a 6.0 to 8.0-inch layer of porous aggregate over the bottom of the excavation. The aggregate will stabilize the bottom of the excavation.

A vapor barrier is recommended under the floor in areas that will be enclosed and heated. The vapor barrier should consist of a 10-mil polyethylene sheet and should be located immediately below the floor slab. The vapor barrier may be omitted in portions of the building that will not be heated.

Page 9 – Barry State Game Area

The infiltration rate of the in-situ sand is anticipated to be at least 20.0 inches per hour which will be suitable for internal drainage of the site.

Drains around the foundations may be omitted. The in-situ sand meets the exception in Section

1805.4 of the Michigan Building Code to the requirements for drains. If required by others, the drains should consist of a 4.0-inch diameter slotted plastic pipe surrounded with pea gravel and wrapped in filter fabric. The pea gravel should extend 6.0 inches around the pipe. The drains should outlet a minimum of 3.0 feet below the floor elevation.

Quality Control Testing

Compaction tests are recommended to confirm that sand and fill are compacted to the specified density. The tests should be performed in accordance with the ASTM D 6938 standard. While fill is being placed, compaction tests should be performed at the rate of one test per 400 cubic yards of fill and throughout the depth of the fill with a minimum of five tests at each 1.0-foot elevation interval. Full time inspection is recommended while sand and fill are compacted in the building area. Tests should also be performed in the backfill over foundations and utilities. The maximum density should be determined in accordance with ASTM D 1557 or

ASTM D 4253 procedures.

A smooth 0.5 to 0.75-inch diameter rod should be used in conjunction with compaction tests to probe for loose areas under foundations, in fill, and under floors. A dynamic cone should not be substituted for compaction tests for evaluating fill. Testing should be performed by technicians supervised by a registered geotechnical engineer.

General Conditions & Reliance

The report was prepared in accordance with generally accepted practices of the geotechnical engineering profession. The scope of work consisted of performing two (2) test borings and providing soil related recommendations for the design and construction of the proposed building. The scope of work did not include an environmental study or wetland determination.

The report and the associated test borings were prepared specifically for the previously described project and site. Soils & Structures should be consulted if a significant change in the scope of the project is made.

Page 10 – Barry State Game Area

The test borings represent point information and may not have encountered all of the soil types and materials present on this site. This report does not constitute a guarantee of the soil or groundwater conditions or that the test borings are an exact representation of the soil or groundwater conditions at all points on this site.

The descriptions and recommendations contained in this report are based on an interpretation of the test borings and laboratory tests. The test borings should not be used independently of the report. If soil conditions are encountered which are significantly different from the test borings, Soils & Structures should be consulted for additional recommendations.

The report and test borings may be relied upon by Nowak & Fraus Engineers for the design, construction, permitting, and financing associated with the Barry State Game Area project located at 1805 South Yankee Springs Road in Yankee Springs Township, Barry County, Michigan. The use of the report and test borings by third parties not associated with this project or for other sites has not been agreed upon by Soils & Structures. Soils & Structures does not recommend or consent to third party use or reliance of the report or test borings unless allowed to review the proposed use of these materials. Unless obtained in writing, consent to third party use should not be assumed. Third parties using the report or test boring logs do so at their own risk and are offered no guarantee or promise of indemnity.

Appendix

Test Boring Location Plan

General Soil Profile

Test Boring Logs

Laboratory Tests

General Soil Information

SITE

JOB NO.: 2022.0509 DATE: 06-06-2022

Soils & Structures, Inc.

6480 Grand Haven Road

Muskegon, Michigan 49441

Yankee Springs Township, Barry County, Michigan

Barry State Game Area

Note: The background of the test boring plan is a portion of an aerial photograph from Google Earth.

TEST BORING LOCATION PLAN

NTS

VICINITY MAP (NTS)

TEST BORING

TWO

TEST BORING

ONE

Pr oj ec t I d:

.0

Ti tle

Se c on li ne

Pr oj ec t T itl e:

Ba rr y St at e

G am e Ar ea Ve r ca l S ca le

1:

Lo ca on

M id dl ev ill e, M ic hi ga n H or izo nt al

S ca le

1:

Cl ie nt

N ow ak

F ra us E ng in ee rs

En gi ne er

Le in a

Ka eh r

6.

Le ge nd K ey To ps oi l

Po or ly G ra de d

SA

N D

Po or ly G ra de d

SA

N D w ith

C

LA

Y

N =5

N =6

N =1

N =1

N =1

TB-01

N =6

N =1

N =1

N =9

N =1

TB-02

T O

P S

O

IL

to in ch es

S A

N D b ro w n fin e to co ar se g ra ve lly

S C

S A

N D s lig ht ly c om pa ct br ow n fin e to m ed iu m w ith a tr ac e of c la y (S

P -S

C

N to

S A

N D c om pa ct br ow n fin e to m ed iu m w ith a tr ac e of c la y (S

P

N

S A

N D c om pa ct br ow n fin e to m ed iu m w ith a tr ac e of c la y, gr av el a nd o rg an ic s O rg an ic c on te nt

(S P

N

S A

N D c om pa ct br ow n fin e

(S P

N to

S A

N D c om pa ct br ow n fin e w ith a tr ac e of c la y

(S P

N

S A

N D c om pa ct br ow n fin e w ith cl ay

(S

P

N to

G E

N E

R A

L S

O

IL

P R

O F

IL

E

N O

T E

: T he w at er ta bl e w as n ot e nc ou nt er ed in th e te st b or in gs

De pt h

G ra ph ic

Material Descrip on

SAND - brown ne to coarse gravelly (5.0") TOPSOIL - dark brown ne to medium sandy with a trace of gravel (13.0") SAND - slightly compact brown ne to medium with clay and gravel

SAND - compact brown ne with a trace of clay

SAND - compact brown ne

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

SPT-E

Re co ve ry

RQ

D

Bl ow

Co un ts

2-2-3

3-2-4

5-6-5

6-5-6

5-6-8

N -V al ue

Po ck et en

(t sf

Sh ea r S tr en gt h (t sf

M oi st ur e Co nt en t (

8.9

10.2

7.7

A erberg Limits

Li qu id Li m it

Pl as c Li m it

Pl as ci ty

In de x U

SC

S

SP-SC

SP-SC

SP

SP

SP

Borehole ID: TB-01 Sheet 1 of 1

Project Name: Barry State Game Area Project Number: 2022.0509 Project Loca on: Middleville, Michigan Logged By: C Prell Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 15.00 Date Started: May 26 2022 Completed: May 26 2022 Northing: 412130.8 Eas ng: 12832567.1 Eleva on: 893.01 Drilling Method: 3-1/4" Hollow Stem Auger Ground Water Levels Equipment: Diedrich D-50 Hammer Type: Manual Hammer End of Drilling May 26 2022 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City

(800) 933-3959

De pt h

G ra ph ic

Material Descrip on

TOPSOIL - dark brown ne to medium sandy with a trace of gravel (12.0") SAND - slightly compact brown ne to medium with a trace of clay

SAND - compact brown ne to medium with a trace of clay gravel and organics (tree root)

Organic Content = 8.0%

SAND - compact brown ne with a trace of clay

SAND - compact brown ne with clay

Sa m pl e

Ty pe

N um be r

SPT-A

SPT-B

SPT-C

SPT-D

SPT-E

Re co ve ry

RQ

D

Bl ow

Co un ts

5-3-3

6-8-11

4-5-5

3-4-5

4-5-11

N -V al ue

Po ck et en

(t sf

Sh ea r S tr en gt h (t sf

M oi st ur e Co nt en t (

8.1

14.8

7.9

A erberg Limits

Li qu id Li m it

Pl as c Li m it

Pl as ci ty

In de x U

SC

S

SP

SP

SP

SP-SC

SP-SC

Borehole ID: TB-02 Sheet 1 of 1

Project Name: Barry State Game Area Project Number: 2022.0509 Project Loca on: Middleville, Michigan Logged By: C Prell Reviewed By: K Martella Client: Nowak & Fraus Engineers Survey Datum: NAD 1983 StatePlane Michigan South Hole Depth: 15.00 Date Started: May 26 2022 Completed: May 26 2022 Northing: 412112.1 Eas ng: 12832585.6 Eleva on: 895.26 Drilling Method: 3-1/4" Hollow Stem Auger Ground Water Levels Equipment: Diedrich D-50 Hammer Type: Manual Hammer End of Drilling May 26 2022 - Water Not Encountered Notes:

Ann Arbor • Muskegon • Traverse City

(800) 933-3959

Project Name

Job Number

Sample ID

Sample Depth

Tested

Checked

Approved

Organic Content

(ASTM D2974)

Barry State Game Area

2022.0509

TB-02

4.5

Material Description

SAND - compact brown fine to medium with a trace of clay gravel and organics (tree root)

Tare ID

Tare Weight 302.6

Weight of Wet Soil & Pan 475.7

Weight of Dry Soil & Pan 453.4

Weight of Burnt Soil & Pan 441.3

Weight of Wet Soil 173.1

Weight of Dry Soil 150.8

Weight of Burnt Soil 138.7 mvanweelden mvanweelden mvanweelden

Percent Moisture 14.8%

Organic Content 8.0%

Remarks

Sample Location

Sample Depth (ft)

Sample ID

Fine Medium Fine Silt

0.0% 6.9% 19.4% 60.4% 0.0%

D85 D50 D15 D10

0.7701 0.2538 0.1012 0.0713

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

37.500 100%

19.000 100%

12.500 99%

9.500 97%

4.750 93%

2.360 91%

1.180 88%

0.600 84%

0.300 62% Technician

0.150 23% Checked

0.075 10.5% Approved

TB-01 Project Number 2022.0509

Particle Size Distribution Report

Project Name Barry State Game Area

MSK_202206030 Date 6/7/2022

4.5 Client Nowak & Fraus Engineers

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

0.0% 2.8% 0.0%

D60 D30 Loss By Wash

0.2928 0.1759 9.9%

Sieve Hydrometer Material Description

Fine to Medium SAND with Clay and Gravel (SP-SC)

Remarks mvanweelden mvanweelden

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.0100.1001.00010.000100.000

GRAVEL

SAND

Coarse Medium Fine

SILT CLAY

Sample Location

Sample Depth (ft)

Sample ID

Fine Medium Fine Silt

0.0% 0.0% 0.2% 86.2% 0.0%

D85 D50 D15 D10

0.2523 0.1433 0.0777 0.0553

Particle Size (mm) % Passing Particle Size

(mm) % Passing

75.000 100%

37.500 100%

19.000 100%

12.500 100%

9.500 100%

4.750 100%

2.360 100%

1.180 100%

0.600 100%

0.300 100% Technician

0.150 54% Checked

0.075 13.6% Approved

TB-02 Project Number 2022.0509

Particle Size Distribution Report

Project Name Barry State Game Area

MSK_202206035 Date 6/7/2022

9.5 Client Nowak & Fraus Engineers

% +3" % Gravel % Sand % Fines

Coarse Coarse Clay

0.0% 0.0% 0.0%

D60 D30 Loss By Wash

0.1710 0.1058 10.5%

Sieve Hydrometer Material Description

Fine SAND with Clay (SP-SC)

Remarks mvanweelden mvanweelden

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.0100.1001.00010.000100.000

GRAVEL

SAND

Coarse Medium Fine

SILT CLAY

1 General Information for Method of Field Investigation

General Information for Method of Field Investigation

The soil investigation was performed in accordance with the American Society of Testing and Materials method ASTM D 1586, which is the “Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils”. Samples of compressible clays or organic soils are obtained in accordance with ASTM D 1587, which is the “Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes.” Rock may be cored in conjunction with the above methods as specified in ASTM D 2113 which is the “Standard Practice for Rock Core Drilling and Sampling of Rock for Site Investigation.”

Field Testing

Standard Penetration Tests (SPT) in accordance with ASTM D 1586 were generally performed at depths of 2.0’, 4.5’, 7.0’, 9.5’ and 5.0’ intervals thereafter.

Laboratory Testing

Samples obtained from the Standard Penetration Test, ASTM D 1586 or thin walled tube method, ASTM D 1587, were tested in the laboratory for the moisture content and density and/or particle size, where applicable.

When soils sampled possessed sufficient cohesive properties, it was tested for its compressive strength in the unconfined state.

Natural Percent Moisture content (N.P.M.) of the soil is the percentage by weight of water contained in the soil sample compared to the dry weight of the solids of which the soil is composed. The NPM of select samples is determined in accordance with ASTM D 2216.

Natural Density (N.D.) of soil as reported on the appended boring logs is the natural wet density of the soils expressed in pounds per cubic foot.

The unconfined compressive strength of cohesive soils is determined in the laboratory on “undisturbed” select samples in accordance with ASTM D 2166. This test determines the maximum load required at a specified rate to deform the cohesive soil specimen length twenty (20%) percent. The primary purpose of the unconfined compression test is to obtain approximate quantitative values of the compressive strength of soils possessing sufficient coherence to permit testing in the unconfined state. The shear strength of the cohesive soil can be calculated from the results of the unconfined compressive strength test.

Color

When the color of the soils is uniform throughout, the color recorded will be such as brown, gray, and black and may be modified by adjectives such as light and dark. If the soils predominant color is shaded by secondary color, the secondary color precedes the primary color, such as gray-brown, or yellow-brown. If two major and distinct colors are swirled throughout the soil, the colors will be modified by the term mottled; such as mottled brown and gray.

Water Observations

Depth of water recorded in the test boring is measured from the ground surface to the water surface. Initial depth indicates water level during boring, completing depth indicates water level immediately after boring, and depth after “X” number of hours indicates water level after allowing the groundwater rise or fall over a period of time. Water observations in pervious soils are considered reliable groundwater levels for accurate groundwater measurements at the time the test borings were performed unless records are made over several days’ time.

Factors such as weather, soils porosity, etc., will cause the groundwater level to fluctuate for both pervious and impervious soils.

2 General Information for Method of Field Investigation

Sample Type

If not otherwise indicated, the sample is a split-barrel liner sample ASTM D 1586.

“S.T.’ – Shelby tube sample, ASTM D 1587

“A” – disturbed augered sample

“C” – rock core sampled ASTM D 2113

N.P.M. – Natural Percent Moisture of in-situ soils sample

N.D. – Natural Density of in-situ soils sample in pcf.

S.S. – Shear Strength of cohesive soils samples as determined by the Unconfined Compression tests in ksf.

Classification Data – Laboratory data to assist in classification of soils and classification of soils characteristics;

i.e., plastic limit or liquid limit

Test Boring Logs

Particle Size Visual

Boulders Larger than 12” (300 mm)

Cobbles 12” to 3” (300 to 75 mm)

Gravel - Coarse 3” to ¾ “ (75 to 19 mm)

Gravel – Fine 19.0 to 4.75 mm

Sand- Coarse 4.75 to 2.0 mm

Sand - Medium 2.0 to 0.425 mm

Sand - Fine 0.425 to 0.075 mm

Silt 0.075 to 0.002 mm

Clay 0.002 mm and smaller

Soils Components

Major Component Minor Component

Gravel Trace (1 - 10%)

Sand Some (11 - 35%)

Silt/Clay And (36 - 50%)

Condition of Soil Relative to Compactness

Granular Material “N” Value

Loose 0 - 4

Slightly Compact 5 - 7

Compact 8 - 20

Very Compact 21 - 50

Extremely Compact 51 and above

Cohesive Material “N” Value

Soft 0 - 4

Firm 5 - 7

Stiff 8 - 20

Very Stiff 21 - 50

Extremely Stiff 51 and above

“N” values in clay soils are not to be used as a measure of shear strength. However, they may be used as a general indication of strength.

3 General Information for Method of Field Investigation

Unified Soil Classification System Chart

Major Divisions Letter Symbol

Typical Descriptions

Coarse Grained Soils

More than 50% of material is larger than No. 200 sieve size

Gravel – Gravelly Soils more than 50% of coarse fraction retained on No. 4 sieve

Clean gravels

(little or no fines)

GW

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

GP

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

Gravel with Fines

(appreciable amount of fines)

GM

Silty gravels, gravel-sand-silt mixtures

GC

Clayey gravels, gravel-sand-clay mixtures

Sand and Sandy Soils

More than 50% of coarse fraction passing No. 4 sieve

Clean Sand

(little or no fines)

SW

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

SP

Poorly-Graded sands, gravelly sands, little or no fines

Sand with Fines

(appreciable amount of fines)

SM Silty sands, sand-silt mixtures

SC Clayey sands, sand-clay mixtures

Fine Grained Soils

More than 50% of material is smaller than No. 200 sieve size

Silts and Clays

Liquid limit less than 50

ML

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

CL

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

OL

Organic silts and organic silty clays or low plasticity

Silts and Clays

Liquid limit greater than 50

MH

Inorganic silts, micaceous or diatomaceous fine sand or silty soils

CH

Inorganic clays of high plasticity, fat clays

OH

Organic clays or medium to high plasticity, organic silts

Highly organic soils

PT

Peat, humus, swamp soils with high organic contents

Liquid Limit (LL) la st ic ity In de x

(P I)