Attach-7-GeoTech Report.pdf

SUBSURFACE EXPLORATION

Sand Piper Trail Bridge Approx. 1-mile East of OK-11 & N2660

Cherokee, OK

PROJECT NO. 2030-0507

CORPORATE OFFICE • OKLAHOMA CITY

3400 N Lincoln Blvd • Oklahoma City, OK 73105

(405) 528-0541 • (800) 725-0541 • (405) 528-0559 FAX

7648 E 46th Pl Tulsa, OK 74145 (918)289-0005

902 Trails West Loop Enid, OK 73703

(580) 237-3130

202 SE "J" Ave Lawton, OK 73501

(580) 353-0872 www.stantest.com

August 24, 2020

Salt Plains NWR 71189 Harper Road Jet, OK 73749

Attn: Mr. Shane Kasson Refuge Manager

Re: Subsurface Exploration Sand Piper Trail Bridge Approx. 1-mile East of OK-11 & N2660 Cherokee, OK

Dear Mr. Kasson:

Standard Testing & Engineering, LLC (Standard Testing) is pleased to present the report covering the subsurface exploration for the subject project. This study was authorized by the receipt of the signed "Agreement for Services" contract, dated July 27th, 2020.

Standard Testing conducted a geotechnical investigation at the site of the new Sand Piper Trail Bridge project in Cherokee, OK. This report contains the detailed results of the geotechnical investigation, including foundation recommendations, and construction considerations.

The subsurface soils consist of approximately 41.5 feet of sand with various amounts of silt which exhibit non-plastic characteristics.

Foundation recommendations include: (1) Shallow Footings.

We trust that the results and recommendations contained herein will permit adequate economical design and construction of the proposed structure. Unless you specify otherwise, we will keep samples obtained from these borings in our Oklahoma City laboratory for the next thirty (30) days.

We appreciate the opportunity to assist on this project. Please call on us if we can be of further service.

Respectfully submitted, STANDARD TESTING & ENGINEERING, LLC

Guillermo Lopez Roy Khalife, P.E.

Geotechnical Consultant Geotechnical Engineer

Project No. 2030-0507 Account No. 0230SPN01 http://www.stantest.com/

SUBSURFACE EXPLORATION

Approx. 1-mile East of OK-11 & N2660

Cherokee, OK

PROJECT NO. 2030-0507

PREPARED FOR

Salt Plains NWR 71189 Harper Road

Jet, OK 73749

PREPARED BY

STANDARD TESTING & ENGINEERING, LLC

3400 N. Lincoln Blvd.

Oklahoma City, OK 73105 Certificate of Authorization No. 7933, Expiration 6/30/2021

(405) 528-0541

Prepared By:

Reviewed By:

Guillermo Lopez Roy Khalife, P.E.

Geotechnical Consultant Geotechnical Engineer

I certify my e-signature for the study entitled “Subsurface Exploration.”

Dated 8/24/2020

August 24, 2020

TABLE OF CONTENTS

Page

1. INTRODUCTION

1.1 Authorization

1.2 Purpose and Scope

1.3 Project Location and Description

2. FIELD EXPLORATION

2.1 Drilling Information

2.2 Equipment Used

2.3 Testing and Sampling Performed

2.4 Subsurface Conditions

2.5 Groundwater

3. LABORATORY TESTING

3.1 Tests Performed

3.2 Laboratory Summary

4. ENGINEERING EVALUATION AND RECOMMENDATIONS

4.1 Soil Conditions

4.2 Seismic Site Class

4.3 Laboratory Testing Results

Soluble Sulfate and Chloride Content Test Results

4.4 Earthwork Recommendations

Subgrade Preparation Inert Fill Requirements Compaction Requirements Drainage

4.5 Foundation Recommendations

Footing Foundation System Subgrade Improvement within Footing Area

5. BASIS FOR RECOMMENDATIONS

5.1 General Comments

5.2 Limitations

APPENDICES

Appendix A Vicinity Map Site and Boring Location Plan

Appendix B Boring Log Definition of Descriptive Terms

Appendix C AASHTO Soil Classification System Unified Soil Classification System

Appendix D Summary of Test Results

LIST OF TABLES

Depth of Groundwater Soluble Sulfate and Chloride Content Test Results

LIST OF FIGURES

Allowable Bearing Capacity with Native Soils/Inert Fill and Footing Size Allowable Bearing Capacity with 2 feet of Aggregate Base and Footing Size

Project No. 2030-0507 1 August 24, 2020

Section 1

INTRODUCTION

1.1 Authorization

This report presents the results of a subsurface exploration performed by Standard Testing & Engineering, LLC (Standard Testing) in accordance with the proposal (P-20145R) prepared for Mr. Shane Kasson, dated August 11st, 2020, and identified as Standard Testing project number 2030-0507. This geotechnical study was authorized by the receipt of the signed "Agreement for Services" contract, dated July 27th, 2020.

1.2 Purpose and Scope

A geotechnical investigation was performed for the purpose of (1) determining the subsurface conditions, (2) evaluating the bearing capacity and plasticity characteristics of the soils, and

(3) making recommendations concerning the earthwork, and foundation systems for the structure.

One (1) exploratory boring (B-1) was drilled to a depth 41.5 feet. Another exploratory boring (B-2) was proposed, but was unable to be drilled due to accessibility issues. The boring’s depth and types of testing were performed according to the scope of work proposed by Standard Testing and accepted by Mr. Kasson. Narrative descriptions of our findings and recommendations are contained in the body of this report. A site and boring location plan, the boring logs, and a summary sheet of laboratory test results are included in the Appendices of this report.

1.3 Project Location and Description

It is understood that the Sand Piper Trail Bridge is proposed to be constructed at Great Salt Plains Lake in Cherokee, OK. The project consists of a bridge that will be predominately be used for pedestrian traffic.

If the project is not as described or has changed, Standard Testing must be notified in order to reevaluate the recommendations for the project.

Project No. 2030-0507 2 August 24, 2020

Section 2

FIELD EXPLORATION

2.1 Drilling Information

The field exploration work was performed on August 12th, 2020. Conditions at the site were investigated with one (1) boring at the location indicated on the site and boring location plan, included in Appendix "A." Boring depth was 41.5 feet within the structure’s footprint. Only one

(1) boring (B-1) was drilled due to accessibility issues, as such the soil conditions on the site are assumed to be similar to (B-1). If different conditions are encountered, Standard Testing must be notified in order to re-evaluate the recommendations for the project. For accurate sampling, cuttings were observed continuously during drilling with specific samples being taken at distinct lithologic changes. The equipment used, field tests performed, and soil samples taken are discussed below.

2.2 Equipment Used

One (1) boring was drilled with a truck-mounted CME-55 rotary drilling unit equipped with 3.25" I.D. X 7.25" O.D. hollow stem augers (HSA). Standard penetration tests (SPT) used a 1.375" ID split spoon sampler driven by an automatic hammer utilizing a 140 lb. weight falling 30 inches.

2.3 Testing and Sampling Performed

Standard penetration tests were performed in order to estimate the shear strengths of the soils in their natural state. The test was conducted as specified by ASTM D1586, "Penetration Test and Split-Barrel Sampling of Soils." The in-situ bearing strength is related to the N-value from this test. "N" is the number of blows required to drive a split-spoon sampler twelve inches, after a 6-inch seating, into undisturbed soil. The soil samples recovered in the split-spoon barrel were removed from the sample tool in the field, visually classified, and labeled according to boring number and depth. Results of the standard penetration tests are denoted at their respective depths on the boring log.

Depths of individual split spoon (standard penetration tests) and grab samples are indicated on the boring log included in Appendix "B." All samples were labeled and sealed in water tight, protective containers and returned to the laboratory for further evaluation and testing.

2.4 Subsurface Conditions

The soils encountered consist of sand with various amounts of silt. The cohesionless soils were found to have very loose to medium dense relative density. Rock material (i.e., defined by standard penetration test refusal) was not encountered in the boring.

Project No. 2030-0507 3 August 24, 2020

2.5 Groundwater

During drilling and at completion of drilling operations, groundwater was encountered in the indicated boring at a depth shown in the elevation of groundwater table. Presence of water should be anticipated in any excavation. Water travelling through soil (subsurface water) is often unpredictable and may be present at shallow depths. Due to the seasonal changes in groundwater and the unpredictable nature of groundwater paths, groundwater levels will fluctuate. Therefore, it is necessary during construction to be observant for groundwater seepage in excavations in order to assess the situation and make necessary changes. We cannot assume responsibility for difficulties experienced during construction or for future operational problems due to elevation or volume of water encountered.

Table 1: Depth of Groundwater

Boring No. Depth* (feet) B-1 5.0

* - Below current grade

Project No. 2030-0507 4 August 24, 2020

Section 3

LABORATORY TESTING

Laboratory testing was performed in order to determine the plasticity characteristics of the subsurface materials as well as confirm the soil classifications.

3.1 Tests Performed

• Moisture content tests were performed on split spoon and bag samples, in accordance with ASTM D2216, to determine the in-situ moisture conditions.

• Atterberg limits tests were performed on split spoon and bag samples to determine the plasticity characteristics and swell potential of the soil. The tests were performed in accordance with ASTM D4318.

• Sieve analyses were performed on split spoon and bag samples, in accordance with ASTM D2487, for aid in soil classification. These soils were classified according to the Unified Soil Classification System (USCS) and the American Association of State Highway and Transportation Officials (AASHTO) soil classification system.

• Soluble sulfate content test was performed on a composite soil sample in accordance with OHDL-49. The test result is summarized under Laboratory Testing Results in Section 4 of this report.

• Soluble chloride content test was performed on a composite soil sample by colorimetric method using SMART2 Colorimeter. The test result is summarized under Laboratory Testing Results in Section 4 of this report.

3.2 Laboratory Summary

General descriptions of the encountered soils together with visual and laboratory classifications and numerical values of the test results are on the boring log included in Appendix "B." A "Summary of Test Results" is included in Appendix "D."

Project No. 2030-0507 5 August 24, 2020

Section 4

ENGINEERING EVALUATION AND RECOMMENDATIONS

4.1 Soil Conditions

The soils encountered in this investigation consist of sand with various amounts of silt. The cohesionless soils were found to have very loose to medium dense relative density. Rock materials (i.e., defined by standard penetration test refusal) were not encountered in the boring.

The characteristics of the soils encountered indicate that these soils are inactive for consideration of soil expansion on foundation design.

4.2 Seismic Site Class

Based on the results of our investigation, this site is classified as Seismic Site Class E. This recommendation is based on the criteria given in Table 3.10.3.1-1 of the AASHTO LFRD “Bridge Design Specifications,” 2008, entitled "Site Class Definitions." It should be noted that the site classification requires a site soil profile of 100 feet. Our boring extended to a maximum of 41.5 feet and therefore bedrock was assumed to extend below the bottom of our boring.

However, borings to a depth of 100 feet will be necessary to confirm our assumptions.

4.3 Laboratory Testing Results

Soluble Sulfate and Chloride Content Test Results

The soluble sulfate and chloride test results are included in the following table:

Table 2: Soluble Sulfate and Chloride Content Test Results

Boring No. Sample I.D. Depth (feet) Sulfate Content (ppm)

Chloride Content (ppm)

B-1 Bulk B-1 0.0-5.0 49.7 880

The results of the sulfate and chloride content test indicate that Type I/Type II cement may be used for concrete and the sulfate levels are negligible in affecting lime stabilization of the soil.

4.4 Earthwork Recommendations

Subgrade Preparation

The existing subgrade should be:

• Stripped of topsoil, vegetation, fills and any other deleterious materials,

• Proofrolled, including removing and replacing any soft material which exhibits permanent subgrade deformation exceeding 0.5 inch when traversed by a loaded truck with a rear axle load of approximately 16,000 lbs./axle, and

Project No. 2030-0507 6 August 24, 2020

• Tested for moisture and density and, if deficient, scarified to a depth of 8 inches, moisture conditioned and compacted to 95 percent or more of standard Proctor maximum dry density (ASTM D698).

Removal of soft subgrade should not exceed a 3-foot depth below final top of subgrade elevation, nor extend below the static groundwater elevation. If such a depth is reached without encountering stable subgrade conditions, 12 inches of ODOT Type A aggregate base should be placed in the bottom of the over-excavated area and suitable fill material placed and compacted to bring the subgrade to design elevation.

Inert Fill Requirements

If required, only low plasticity on-site soils or imported inert fill should be used for fill under structure. Inert fill should meet the following requirements:

Amount finer than 2-inch sieve 100% Amount finer than No. 200 Sieve 12% minimum and, if PI ≤ 7, 60% maximum Liquid Limit 40 maximum Plasticity Index (PI) 5 to 17

Compaction Requirements

All fill in the structural areas should be:

• Compacted to at least 95 percent of standard Proctor maximum dry density (ASTM

D698) at a moisture content within -2% to +2% of the optimum.

• Compacted to at least 95 percent of modified Proctor maximum dry density (ASTM

D1557) at a moisture content near optimum for ODOT Type A aggregate base.

• Placed in lifts not to exceed eight (8) inches in compacted thickness.

• Tested for field density for each lift of fill at frequencies of every 1,500 sq. ft. in areas under structure but no less than 2 tests for each lift. For utility trenches, test field density at frequencies of 100 linear foot of trench and at frequencies of 50 linear foot of any utility underneath pavement or other structure.

Moisture should be maintained up until the placement of concrete in structural areas to prevent shrinkage (and subsequent post-construction swell) of the soil.

Drainage

The ground immediately adjacent to the foundation shall be sloped away from the structure at a slope of not less than six (6) inches vertical fall in the first ten (10) feet measured

Project No. 2030-0507 7 August 24, 2020 perpendicular to the face of each wall. Trees and large bushes for landscaping should not be permitted within this 10-foot zone adjacent to the structure. General site slopes, drainage swales, or storm drains shall be constructed to provide 1.0 percent slope, or more, along drainage paths which serve to discharge storm water from the site.

4.5 Foundation Recommendations

Considering the soils encountered and based on the test results of this exploration, the following foundation design parameters are recommended for the indicated foundation systems:

Only one (1) boring (B-1) was drilled due to accessibility issues, as such the soil conditions on the site are assumed to be similar to (B-1). If different conditions are encountered, Standard Testing must be notified in order to re-evaluate the recommendations for the project.

Footing Foundation System

Shallow foundations (e.g. spot or continuous cast-in-place concrete footings) may be used to support the new structures at this site. Footings must be placed a minimum of 2.0 feet below finished grade to provide adequate protection from frost action. Footings may be used with allowable net bearing capacity of up to 2,000 psf on native soils or compacted inert fill as described in the Earthwork Recommendations Section of this report, or up to 3,000 psf on 2 feet of properly compacted ODOT Type A aggregate base. Footings should have a width of at least 16 inches. The allowable net bearing capacity of shallow foundation elements on native soils/inert fills and on ODOT Type A aggregate base should be reduced based on footing size as shown in Figure 1 and Figure 2.

Footings are expected to undergo no more than 1.0-inch settlement when designed for the recommended bearing pressure.

Project No. 2030-0507 8 August 24, 2020

Figure 1: Allowable Bearing Capacity with Native Soils/Inert Fill and Footing Size

1,000

1,500

2,000

2,500

0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00

A llo w ab le B ea ri n g

C ap ac it y, p sf

Footing Width, Feet

Allowable Bearing Capacity

Footing width beyond which settlement controls bearing = 1.5 feet for square footings

Depth to Bearing Surface = 2.00 feet

Maximum Settlement = 1 inches

Square Spot Footing

Project No. 2030-0507 9 August 24, 2020

Figure 2: Allowable Bearing Capacity with 2 feet of Aggregate Base and Footing Size

Subgrade Improvement within Footing Area

Due to the presence of loose subgrade soils with low bearing capacities encountered near and below the shallow footing depth in boring B-1, we recommend all footings to be verified as follows:

• Bearing capacity should be verified by performing a Dynamic Cone Penetrometer (DCP) test at the bottom of the footings where loose soils are encountered.

• If the DCP shows the loose subgrade soils within the new footing area does not meet the specified bearing capacity, the loose subgrade soils should be over-excavated a minimum of 2 feet below bottom of new shallow footings;

• The exposed excavated soils should be compacted by Jumping Jacks or equivalent equipment,

• Either ODOT Type A aggregate base or inert fills or on-site low PI soils (PI between 5 and 17) should then be placed over up to the bottom of new footings.

Moisture should be maintained up prior to pouring concrete.

1,000

1,500

2,000

2,500

3,000

3,500

0.00 5.00 10.00 15.00 20.00

Al lo w ab le B ea rin g C ap ac ity , p sf

Footing Width, Feet

Allowable Bearing Capacity

Footing width beyond which settlement controls bearing = 1.5 feet for square footings Depth to Bearing Surface = 2.00 feet

Maximum Settlement = 1 inches

Square Spot Footing

Project No. 2030-0507 10 August 24, 2020

Section 5

BASIS FOR RECOMMENDATIONS

5.1 General Comments

The recommendations and conclusions contained in this report are based on the boring drilled and tests performed. We would point out that there may be variations in material properties over the site and would caution that there may be unknown conditions in existence which differ seriously from those encountered by the test borings. Such conditions, if indeed they exist at all, cannot be, and have not been, accounted for in this report. Therefore, the descriptions, recommendations, and conclusions contained herein should be considered as generalized, applying only to the immediate vicinity of the boring.

5.2 Limitations

Since this report is being prepared in advance of much of the detailed design, the finalized soil and structure parameters (i.e., floor elevation, structural system and loading, vertical movement tolerance, etc.) may differ from the ones considered during the preparation of this report. If such a design variance is substantial, Standard Testing would request the opportunity to review the plans and specifications of the proposed structure for applicability to the soil conditions in this report, and assurance of consistency with its intent.

It is recommended that Standard Testing be retained for testing and observation during earthwork and foundation construction phases, to help determine that the design requirements are fulfilled.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical practice.

APPENDIX A

Vicinity Map

Site and Boring Location Plan

Vicinity Map

Approx. 1-mile East of OK-11 & N2660, Cherokee, OK

2030-0507

Project Name:

Project Location:

Project No.:

Approximate Site Location

Site and Boring Location Plan

Approx. 1-mile East of OK-11 & N2660, Cherokee, OK

2030-0507

Project Name:

Project Location:

Project No.:

B-1

Approximate Boring Location

LEGEND:

APPENDIX B

Boring Log

Definition of Descriptive Terms

SP-

SM

SP

(Short Grass) Brn. to Reddish Brn. POORLY GRADED

SAND W/ SILT

V. Moist, Non-Plastic, Loose

Brn. POORLY GRADED SAND Wet, Non-Plastic, V. Loose

Med. Dense

A

B

C

D

E

F

G

H

I

J

6-2-3 (5)

2-1-2 (3)

1-2-1 (3)

2-1-2 (3)

3-1-2 (3)

3-12-15 (27)

6-8-6 (14)

15.3

15.6

15.5

20.1

16.2

12.5

12.5

15.7

14.4

17.5

9.8

3.1

NP-NP-NP

NP-NP-NP

BORING LOG B-1

PROJECT NAME: Sand Piper Trail Bridge

PROJECT NUMBER: 2030-0507

PROJECT LOCATION: Cherokee, OK

CLIENT: Salt Plains NWR www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD - GROUND ELEVATION: DRILL START: 8/12/2020 LOGGER: B.H

AD 5.0 TBM: DRILLED END: 8/12/2020 DRILLER: B.H

24 Hrs - GPS: 36.799378 N, 98.250413 W DRILL RIG: CME-55 HOLE SIZE: 7.25"

> 24 Hrs - STA: OFFSET: DRILL METHOD: HSA

D E

P T

H

F T

E L

E V

A T

IO

N

F

T

G R

A P

H

IC

L O

G

U S

C

S MATERIAL DESCRIPTION

SAMPLER SYMBOLS

S A

M P

L E

T Y

P E

S A

M P

L E

N U

M B

E R

B L

O W

C O

U N

T S

N

P O

C K

E T

P E

N T

R O

M E

T E

R ts f)

R E

C O

V E

R Y

R

Q D

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T p c f)

U C

S p s f)

S

IE

V

E

LL-PL-PI

A T

T E

R B

E R

G L

IM

IT

S

Oklahoma City (405) 528-0541 Tulsa (918) 289-0005 Lawton (580) 353-0872 Enid (580) 237-3130

Grab

SS

ST RC

TC HA

(1 of 2)

Bottom of borehole at 41.50 feet

K

L

8-6-12 (18)

4-7-9 (16)

14.8

12.6

BORING LOG B-1

PROJECT NAME: Sand Piper Trail Bridge

PROJECT NUMBER: 2030-0507

PROJECT LOCATION: Cherokee, OK

CLIENT: Salt Plains NWR www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD - GROUND ELEVATION: DRILL START: 8/12/2020 LOGGER: B.H

AD 5.0 TBM: DRILLED END: 8/12/2020 DRILLER: B.H

24 Hrs - GPS: 36.799378 N, 98.250413 W DRILL RIG: CME-55 HOLE SIZE: 7.25"

> 24 Hrs - STA: OFFSET: DRILL METHOD: HSA

D E

P T

H

F T

E L

E V

A T

IO

N

F

T

G R

A P

H

IC

L O

G

U S

C

S MATERIAL DESCRIPTION

SAMPLER SYMBOLS

S A

M P

L E

T Y

P E

S A

M P

L E

N U

M B

E R

B L

O W

C O

U N

T S

N

P O

C K

E T

P E

N T

R O

M E

T E

R ts f)

R E

C O

V E

R Y

R

Q D

W A

T E

R C

O N

T E

N T

D R

Y U

N

IT

W E

IG

H

T p c f)

U C

S p s f)

S

IE

V

E

LL-PL-PI

A T

T E

R B

E R

G L

IM

IT

S

Oklahoma City (405) 528-0541 Tulsa (918) 289-0005 Lawton (580) 353-0872 Enid (580) 237-3130

Grab

SS

ST RC

TC HA

(2 of 2)

DEFINITION OF DESCRIPTIVE TERMS

Consistency of Cohesive Soils (at moisture content near plastic limit):

Very Soft - Easily penetrated 4" to 6" by fist; tall core will sag under its own weight.

Soft - Easily molded by fingers.

Firm - Can be penetrated 2" to 3" by thumb with moderate effort, imprinted with fingers.

Stiff - Readily indented by thumb but penetrated only with great effort.

Very Stiff - Readily indented by thumbnail, imprinted very slightly with pressure from fingers.

Hard - Indented with difficulty by thumbnail, cannot be imprinted with fingers.

Density of Cohesionless Soils:

Very Loose - less than 4 SPT "N" value corrected for overburden.

Loose - 5 to 10 SPT "N" value corrected for overburden.

Medium Dense - 11 to 30 SPT "N" value corrected for overburden.

Dense - 31 to 50 SPT "N" value corrected for overburden.

Very Dense - 51 to 50/6" SPT "N" value corrected for overburden.

Hard - less than 6" penetration in 50 SPT "N" blows corrected for overburden (cemented).

Hardness of Rock:

Very Soft - can be scratched readily by fingernail Soft - can be grooved readily by knife or pick Medium - can be grooved 0.05" deep by firm pressure of knife Moderately Hard - can be scratched by knife Hard - can be scratched by knife or pick only with difficulty Very Hard - cannot be scratched by knife or sharp pick

Other Terms Descriptive of Consistency:

Brittle - Ruptures with little deformation Friable - Crumbles or pulverizes easily.

Elastic - Returns to original length after small deformation.

Spongy - Is very porous, loose and elastic.

Sticky - Adheres or sticks to tools or hands.

In-Situ Moisture Descriptions:

Dry - powdery Slightly Moist - water not readily absorbed by paper Moist - water readily absorbed by paper Very Moist - water condenses on sample tray Wet - water drips from sample

Degree of Plasticity When Moist to Very Moist:

Nonplastic - cannot be rolled into a ball Trace of Plasticity - can be rolled into a ball but not into a 1/8" thread Low Plasticity - barely holds its shape when rolled into a 1/8" thread Fairly Low Plasticity - 1/8" thread quickly ruptures when bent Medium Plasticity - 1/8" thread withstands considerable deformation without rupture.

Fairly High Plasticity - difficult to rupture a 1/8" thread by bending.

High Plasticity - can be kneaded without rupture; greasy texture.

Abbreviations:

V. - Very Dk. - Dark Blk. - Black Tr. - Trace Lt. - Light Brn. - Brown Fl. - Fairly Med. - Medium Sl. - Slightly

APPENDIX C

AASHTO Soil Classification System

Unified Soil Classification System

APPENDIX D

Summary of Test Results

B-1 A 0.0-1.5 15.3

B 1.5-3.0 15.6 NP NP NP 91 87 74 15 9.8 SP-SM A-3

C 3.0-5.0 15.5

D 5.0-6.5 20.1 NP NP NP 98 97 63 10 3.1 SP A-3

E 8.0-10.0 16.2 F 10.0-11.5 12.5 G 15.0-16.5 12.5 H 20.0-21.5 15.7 I 25.0-26.5 14.4 J 30.0-31.5 17.5 K 35.0-36.5 14.8 L 40.0-41.5 12.6

SUMMARY OF LABORATORY TEST RESULTS

Client: Salt Plains NWR Date: 8/20/2020

Project: Sand Piper Trail Bridge Project No.: 2030-0507

Boring No.

Sample

No.

Depth

(ft)

Moisture Content

Dry Density

(pcf) LL

Atterberg Limits (% Moisture)

PL PI #4

Sieve Analysis (% Passing)

#10 #40 #100 #200 USCS

Soil Classification

AASHTO

Stress (psf)

UCT

Strain

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