Attachment 5 - GeoReport.pdf

SUBSURFACE EXPLORATION

New Office/Maintenance Shop Complex & Bunkhouse Lawton, Oklahoma

PROJECT NO. 2030-0815

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

February 4, 2021

U.S. Fish & Wildlife Service, Region 2

PO BOX 1306

Albuquerque, NM 87103

Attn: Mr. Jeffrey Johns, PE, RA, LEED AP Architect/Civil Engineer

Re: Subsurface Exploration

Dear Mr. Johns:

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 a notice to proceed e-mail from Mr. Jeffrey Johns, dated December 15th, 2020.

Standard Testing conducted a geotechnical investigation at the site of the New Office/Maintenance Shop Complex & Bunkhouse project in Lawton, OK. This report contains the detailed results of the geotechnical investigation, including foundation recommendations, pavement recommendations, and construction considerations.

The subsurface soils consist of approximately 2 to 10 feet of clay with various amounts of sand and sand with various amounts of silt, overlying poorly cemented sandstone and sandstone rock and exhibit non-plastic to moderate 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. 2030-0815 Account No. 0230USF01 http://www.stantest.com/

SUBSURFACE EXPLORATION

PROJECT NO. 2030-0815

PREPARED FOR

U.S. Fish & Wildlife Service, Region 2

PO BOX 1306

Albuquerque, NM 87103

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 2/4/2021

February 4, 2021

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

Unconfined Compressive Strength of Soil Test Results

4.4 Earthwork Recommendations

Subgrade Preparation Inert Fill Requirements Compaction Requirements Drainage

4.5 Foundation Recommendations

Footing Foundation System Pier Foundation System

4.6 Concrete Slabs

4.7 Pavement Recommendations

Subgrade Preparation Pavement Sections Materials and Construction

5. BASIS FOR RECOMMENDATIONS

5.1 General Comments

5.2 Limitations

APPENDICES

Appendix A Vicinity Map Site and Boring Location Plan

Appendix B Boring Logs Definition of Descriptive Terms

Appendix C AASHTO Soil Classification System Unified Soil Classification System

Appendix D Summary of Test Results

LIST OF TABLES

Page

Depth of Rock Material Depth of Groundwater Unconfined Compressive Strength Test Results Pavement Sections Recommended Transverse Joint Spacings

Project No. 2030-0815 1 February 4, 2021

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-20289) prepared for Mr. Jeffrey Johns, dated December 10th, 2020, and identified as Standard Testing project number 2030-0815. This geotechnical study was authorized by a notice to proceed e-mail from Mr. Jeffrey Johns, dated December 15th, 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, pavement, and foundation systems for the facilities.

Six (6) exploratory borings (B-1 through B-6) were drilled to auger refusal or to proposed depths ranging from 5 to 20 feet. The boring depths and types of testing were performed according to the scope of work proposed by Standard Testing and accepted by Mr. Johns.

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 New Office/Maintenance Shop Complex & Bunkhouse is proposed to be constructed at Lawton, Oklahoma. Maximum column loads for the proposed facilities are unknown while we are preparing this geotechnical report. The project consists of the following:

• a new single-story office building (approx. 12,000 sq.ft.)

• New single-story dormitory building/bunkhouse (approx. 2,500 sq.ft.)

• And three (3) pre-engineered steel shop buildings (each building approx. 10,000 sq.ft.)

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. 2030-0815 2 February 4, 2021

Section 2

FIELD EXPLORATION

2.1 Drilling Information

The field exploration work was performed between the 15th and 18th of January, 2021 after several previous unsuccessful attempts to access the site due to weather and wet site conditions. Conditions at the site were investigated with six (6) borings at the locations indicated on the site and boring location plan, included in Appendix "A." Boring depths were 5 to 20 feet within the facilities footprint. Auger refusal was encountered in boring B-3, B-4, and B-5. 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

Six (6) borings were 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 logs.

Where soil conditions permitted, thin-walled tube samples were collected as specified by ASTM D1587, “Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes.”

Depths of individual split spoon (standard penetration tests), thin-walled tube, and grab samples are indicated on the boring logs 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.

Project No. 2030-0815 3 February 4, 2021

2.4 Subsurface Conditions

The soils encountered consist of clay with various amounts of sand and sand with various amounts of silt, overlying poorly cemented sandstone and sandstone rock. The cohesive soils were found to be stiff to very stiff in consistency and the cohesionless soils were found to have medium dense relative density. Rock material (i.e., defined by standard penetration test refusal) was encountered in the indicated borings at the depth shown in the following table:

Table 1: Depth of Rock Material

Boring No. Rock Depth* (feet) Rock Material B-1 2.5 Sandstone B-2 2.5 Sandstone B-3 8.0 Sandstone B-4 2.0 Sandstone B-5 5.5 Sandstone B-6 15.0 Sandstone

* - Below current grade

Rock excavation at the site may be difficult in some areas especially near the boring locations where auger refusal was encountered during our subsurface exploration.

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 2: Depth of Groundwater

Boring No. Depth* (feet) B-3 7.0

* - Below current grade

Project No. 2030-0815 4 February 4, 2021

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, thin-walled tube, and bag samples, in accordance with ASTM D2216, to determine the in-situ moisture conditions.

• Density tests were performed on intact split spoon, and thin-walled tube samples in accordance with ASTM D7263 Method A.

• Atterberg limits tests were performed on split spoon, thin-walled tube, 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, thin-walled tube, 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.

• Unconfined compressive strength test was conducted on a thin-walled tube soil sample in accordance with ASTM D2166. The unconfined compressive strength as determined by this test, along with the results of the standard penetration test, is used to estimate the in-situ shear strength of the various soils encountered. The graph in Appendix “D” depict the behavior of the tested soil under compression without confinement. The unconfined compressive strength of the soil sample is presented on the boring logs and in the “Summary of Laboratory Test Results” table in Appendix “D.”

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 logs included in Appendix "B." A "Summary of Test Results" is included in Appendix "D."

Project No. 2030-0815 5 February 4, 2021

Section 4

ENGINEERING EVALUATION AND RECOMMENDATIONS

4.1 Soil Conditions

The soils encountered in this investigation consist of clay with various amounts of sand and sand with various amounts of silt, overlying poorly cemented sandstone and sandstone rock.

The cohesive soils were found to be stiff to very stiff in consistency and the cohesionless soils were found to have medium dense relative density. Rock materials (i.e., defined by standard penetration test refusal) were encountered in all borings at various depths. 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 C. This recommendation is based on the criteria given in Table 20.3-1 of the ASCE 7-10, entitled "Site Class Definitions." According to ASCE 7-10, if the subsurface data is not known for the full 100-foot depth, then engineering judgment may be used to classify the site. Based on the shallow depth of rock at the site, and the assumption that rock continues in the subsurface past 100 feet in depth, the Seismic Site Class is assumed C. If any boring should indicate that rock material is not present beneath the depth, then Seismic Site Class D should be used.

4.3 Laboratory Testing Results

Unconfined Compressive Strength of Soil Test Results

Unconfined compressive strength test was conducted on a thin-walled tube soil sample in accordance with ASTM D2166 testing method. The results are presented in the following table and are also presented in Appendix “D.”

Table 3: Unconfined Compressive Strength Test Results

Boring No. Depth (feet) Moisture Content (%)

Dry Density (pcf)

Max. Stress, qu (psf)

Strain at Max.

Stress (%)

B-3 3.0-5.0 13.2 104.7 927 5.6

4.4 Earthwork Recommendations

Subgrade Preparation

The existing subgrade should be:

• Stripped of topsoil, vegetation, pavement, fills and any other deleterious materials, Project No. 2030-0815 6 February 4, 2021

• 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

• 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

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 35 maximum Plasticity Index (PI) 5 to 15

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 and 2,500 sq. ft. in areas under pavement. 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.

Project No. 2030-0815 7 February 4, 2021

Drainage

The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than six (6) inches vertical fall in the first ten (10) feet measured 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 building. 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. If surface soil should be left exposed (e.g., flower beds) near the structure foundation, then it is suggested that efforts be taken to maintain such areas at a constant moisture in order to avoid swell/shrinkage of the soil that will affect the foundation system.

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:

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. Spot footings and continuous footings may be used with allowable net bearing capacity of 3,000 psf and 2,100 psf, respectively on native soils. Footings should have a width of at least 16 inches.

Continuous footings and spot footings are expected to undergo no more than 1.0-inch settlement when designed for the recommended bearing pressure when constructed on existing soil. Standard Testing shall be provided with final grading plans and structural loads in order to re-evaluate our recommendations if deemed necessary.

It is however imperative that all footings for each building are constructed on similar material to minimize the possibility of differential settlement.

Pier Foundation System

Due to the close proximity of bedrock to the surface and the encounter of auger refusal in several of our borings, drilled cast-in-place concrete piers foundation system is not a recommended option.

Project No. 2030-0815 8 February 4, 2021

4.6 Concrete Slabs

Concrete slabs-on-grade for floors should be constructed as follows:

• The subgrade, inert fill, and/or soil building pad should be prepared as described in the

Earthwork Recommendations section of this report.

• Four (4) inches or more of granular base, meeting the following requirements, should be placed over the subgrade:

passing the 1.5 inches sieve……………………………………………………100 % passing the #200 sieve…………………………………………………..15 % or less plasticity index…………………………………………………………………6 or less

• At the time of concrete placement, the granular base should be moist, but free of any standing water.

• The concrete slab should be placed a minimum of four (4) inches thick in lightly loaded areas and up to six (6) inches thick in heavily loaded areas and should not be tied into the footings, stemwalls, or structural frame. If it is necessary to tie the concrete slab into the foundation walls, exterior walls, and/or pitwalls, the slab should be jointed no more than 10 to 15 feet from the point of the restraint (ACI 360R-10, Section 14.7). Other control joints should be provided, each way, at a spacing of 24 to 36 times the slab thickness but no more than 18 feet. Refer to ACI 360R-10, Section 6.1.3 and Figure 6.6 for additional guidance on joint spacing.

If floor coverings susceptible to moisture damage by moist floor conditions (capillary moisture) are to be used, a vapor retarder consisting of one or more polyethylene or polypropylene fabric reinforcement layers with one or more bonded polyethylene film layers, at least 10 mils in total thickness, should be placed below the slab. The vapor retarder should be lapped 6 inches and taped at joints and fitted around all service openings. Section 5.2.3.2 of ACI 302.1R-15 provides the most current industry recommendations for use and placement of vapor retarders.

Figure 5.2.3.2, in ACI 302.1R-15, provides guidance for determining whether to place the vapor retarder above or below the "granular material" below the slab.

Concrete slabs can be designed using a modulus of subgrade reaction, ks, of 140 pci for compacted inert fill described in the Earthwork Recommendations Section of this report.

4.7 Pavement Recommendations

Subgrade Preparation

Prior to the placement of fill or preparation of pavement subbase:

Project No. 2030-0815 9 February 4, 2021

• The natural subgrade should be stripped of all topsoil, vegetation, fills and any other deleterious materials.

• The parking and drive areas should then be graded and shaped to facilitate drainage, with a minimum slope of 1/8 inch per foot.

• Next, the subgrade should be 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.

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 overexcavated area and suitable fill material placed and compacted to bring the subgrade to design elevation.

• Once the subgrade has been satisfactorily proofrolled, the surface layer of the subgrade shall be scarified to a depth of 6 inches.

Pavement Sections

We estimate the CBR value of the near surface soils as 5.0 based on the building borings. This would correspond to a modulus of subgrade reaction, ks, of 140 pci, and a resilient modulus, Mr, of 5,000 psi.

Pavement sections were evaluated based on the AASHTO 1993 guidelines with the following assumptions. If traffic loads are greater than used in the analysis, Standard Testing must be notified in order to reevaluate the recommendations.

• Design Period = 20 years

• Reliability Level = 85% (flexible and rigid)

• Initial Serviceability Index = 4.5 (flexible and rigid)

• Terminal Serviceability Index = 2.0 (flexible and rigid)

• Combined Standard Error (S0) = 0.5 (flexible) and 0.4 (rigid)

• Light duty (car parking) total design ESALs (W18) = 99,000 (flexible) and 150,000 (rigid)

• Heavy duty (truck parking) total design ESALs (W18) = 348,000 (flexible) and 500,000

(rigid)

We recommend that the following pavement sections be used:

Project No. 2030-0815 10 February 4, 2021

Table 4: Pavement Sections

Pavement Type Light Duty (inches)

Heavy Duty (inches)

Flexible Pavement Surface Course (S4) 2.0 1.5 Intermediate Course (S3) - 2.5 Base Course (S3) 3.0 3.0 Aggregate Base (ODOT Type A) 6.0 6.0

OR

Portland Cement or Fly Ash Stabilized Subgrade* 8.0 8.0

Rigid Pavement Portland Cement Concrete 5.0 7.0 Aggregate Base (ODOT Type A) 6.0 6.0

OR

Portland Cement or Fly Ash Stabilized Subgrade* 8.0 8.0

* A full mix design will be required to estimate the amount of Lime required in the treated subgrade mixture.

Materials and Construction

All materials and construction for base should be in accordance with the latest iteration of the Oklahoma Department of Transportation (ODOT), "Standard Specifications for Highway Construction," and the latest Special Provisions adopted by ODOT to supplement the Standard Specifications. ODOT Type "A" aggregate base should be compacted to not less than 95 percent modified Proctor maximum dry density (ASTM D1557). Compacted/treated subgrade should be compacted to not less than 95% of the standard Proctor maximum dry density (ASTM D698) within -2 to +2 percentage points of the corresponding optimum moisture content.

Compacted/treated subgrade should extend the full width of the pavement section (i.e., including curb and gutter).

Concrete for paving should have a modulus of rupture, Mr, of at least 550 psi (compressive strength of approximately 3,500 psi or more), should be air entrained with 4 to 7 percent air, should have a cementitious materials content of at least 564 pcy, and should have a maximum water to cementitious materials ratio of 0.45. The concrete mix design submittal should adequately address the criteria of ACI 301, section 4, including documentation of strength test results. Control joints should be saw cut at least one-eighth (0.125) inch wide and one-quarter of pavement thickness deep as soon as possible after concrete reaches final set (i.e., approximately 8 to12 hours after placing the concrete), cleaned by high pressure air jet, and

Project No. 2030-0815 11 February 4, 2021 sealed with a suitable pavement joint sealing material to prevent intrusion of surface water into the pavement base. Control joints should be spaced as indicated in the following table:

Table 5: Recommended Transverse Joint Spacings

Concrete Thickness (inches) Maximum Joint Spacing (feet)

5.0 12.5

7.0 15.0

Project No. 2030-0815 12 February 4, 2021

Section 5

BASIS FOR RECOMMENDATIONS

5.1 General Comments

The recommendations and conclusions contained in this report are based on the borings 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 borings.

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 facilities 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. It is also recommended that Standard Testing’s pier inspector be present during the pier drilling operations to verify the hardness of the support soil stratum and the proper depth of embedment.

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

Lawton, Oklahoma

2030-0815

Project Name:

Project Location:

Project No.:

Approximate Site Location

Lawton, Oklahoma

2030-0815

Project Name:

Project Location:

Project No.:

Approximate Boring Location

LEGEND:

B-4

B-2

B-3

B-1

Lawton, Oklahoma

2030-0815

Project Name:

Project Location:

Project No.:

Approximate Boring Location

LEGEND:

B-6

B-5

APPENDIX B

Boring Logs

Definition of Descriptive Terms

SM

(Short Grass) Dk. Brn. SILTY SAND Moist, Non-Plastic

(ROCK) Reddish Brn. SILTY

SANDSTONE

Soft Rock

Med. Hard Rock Bottom of borehole at 10.2 feet

A

B

C

D

E

F

45-29-50/5.00"

21-50/4.50"

50/2.00"

19.1

6.3

5.5

5.4

132 24.1 NP-NP-NP

BORING LOG B-1

PROJECT NAME: New Office/Maintenance Shop Complex

PROJECT NUMBER: 2030-0815

PROJECT LOCATION: Lawton, OK CLIENT: US Fish & Wildlife Service, Region 2 www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD Dry GROUND ELEVATION: DRILL START: 1/18/2021 LOGGER: B.H.

AD Dry TBM: DRILLED END: 1/18/2021 DRILLER: B.H.

24 Hrs GPS: 34 42.696'N 98 37.225'W DRILL RIG: CME 55 HOLE SIZE: 7.25 > 24 Hrs STA: OFFSET: DRILL METHOD: H.S.A.

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 1)

SC

(Short Grass) Brn. CLAY W/ SAND

(ROCK) Brn. SANDSTONE Soft Rock V. Moist, Moderate Plasticity

Med. Hard Rock Bottom of borehole at 10.7 feet

A

B

C

D

E

F

12-45-50/5.50"

32-50/3.25"

34-50/2.00"

14.5

10.6

9.3

7.8 120

38.2 31-16-15

BORING LOG B-2

PROJECT NAME: New Office/Maintenance Shop Complex

PROJECT NUMBER: 2030-0815

PROJECT LOCATION: Lawton, OK CLIENT: US Fish & Wildlife Service, Region 2 www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD Dry GROUND ELEVATION: DRILL START: 1/15/2021 LOGGER: B.H.

AD Dry TBM: DRILLED END: 1/15/2021 DRILLER: B.H.

24 Hrs GPS: 34 42.681'N 98 37.142'W DRILL RIG: CME 55 HOLE SIZE: 7.25 > 24 Hrs STA: OFFSET: DRILL METHOD: H.S.A.

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

CL

(Short Grass) Dk. Brn. SANDY LEAN CLAY Reddish Brn.

Sl. Moist, Moderate Plasticity, Stiff

Reddish Brn. POORLY CEMENTED

SANDSTONE

Med. Dense

(ROCK) Reddish Brn. SANDSTONE

Hard Rock Auger Refusal at 10.1'

Bottom of borehole at 10.1 feet

A

B

C

D

E

F

2-4-7 (11)

4-7-23 (30)

50/1.50"

18.7

12.6

13.2

18.8

17.1

9.9

105 927

63.8 36-18-18

BORING LOG B-3

PROJECT NAME: New Office/Maintenance Shop Complex

PROJECT NUMBER: 2030-0815

PROJECT LOCATION: Lawton, OK CLIENT: US Fish & Wildlife Service, Region 2 www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD 7 GROUND ELEVATION: DRILL START: 1/18/2021 LOGGER: B.H.

AD 7 TBM: DRILLED END: 1/18/2021 DRILLER: B.H.

24 Hrs GPS: 34 42.758'N 98 37.195'W DRILL RIG: CME 55 HOLE SIZE: 7.25 > 24 Hrs STA: OFFSET: DRILL METHOD: H.S.A.

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

SC

(Short Grass) Brn. CLAY W/ SAND

(ROCK) Brn. SANDSTONE Med. Hard Rock

V. Moist, Low Plasticity

Hard Rock Auger Refusal at 10.5'

Bottom of borehole at 10.5 feet

A

B

C

D

E

F

9-50/3.00"

21-50/2.50"

29-50/0.50"

14.8

9.5

11.4

10.2

115 29.4 32-21-11

BORING LOG B-4

PROJECT NAME: New Office/Maintenance Shop Complex

PROJECT NUMBER: 2030-0815

PROJECT LOCATION: Lawton, OK CLIENT: US Fish & Wildlife Service, Region 2 www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD Dry GROUND ELEVATION: DRILL START: 1/15/2021 LOGGER: B.H.

AD Dry TBM: DRILLED END: 1/15/2021 DRILLER: B.H.

24 Hrs GPS: 34 42.749'N 98 37.097'W DRILL RIG: CME 55 HOLE SIZE: 7.25 > 24 Hrs STA: OFFSET: DRILL METHOD: H.S.A.

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

CL

(Short Grass) Reddish Brn. to Brn. SANDY LEAN CLAY V. Stiff

Sl Moist, Low Plasticity

(ROCK) Gray Brn. SANDSTONE Soft Rock Auger Refusal at 5.8'

Bottom of borehole at 5.8 feet

A

B

C

D

3-8-12 (20)

7-50/4.00"

20.8

14.7

10.1

2.5

52.4 29-18-11

BORING LOG B-5

PROJECT NAME: New Office/Maintenance Shop Complex

PROJECT NUMBER: 2030-0815

PROJECT LOCATION: Lawton, OK CLIENT: US Fish & Wildlife Service, Region 2 www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD Dry GROUND ELEVATION: DRILL START: 1/18/2021 LOGGER: B.H.

AD Dry TBM: DRILLED END: 1/18/2021 DRILLER: B.H.

24 Hrs GPS: 34 43.144'N 98 38.902'W DRILL RIG: CME 55 HOLE SIZE: 7.25 > 24 Hrs STA: OFFSET: DRILL METHOD: H.S.A.

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

CL

(Short Grass) Brn. LEAN CLAY Moist, Low Plasticity, V. Stiff

Tan Brn. SAND W/ SILT

Med. Dense

Gray Brn. POORLY CEMENTED

SANDSTONE

V. Soft Rock

(ROCK) Gray Brn. SANDSTONE Soft Rock

Bottom of borehole at 21.0 feet

A

B

C

D

E

F

G

H

5-9-17 (26)

5-9-10 (19)

9-29-30 (59)

50/5.00"

21-50/6.00"

25.5

11.5

9.4

22.4

13.4

11.8

5.1

88.1 35-22-13

BORING LOG B-6

PROJECT NAME: New Office/Maintenance Shop Complex

PROJECT NUMBER: 2030-0815

PROJECT LOCATION: Lawton, OK CLIENT: US Fish & Wildlife Service, Region 2 www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRIILLING

WD Dry GROUND ELEVATION: DRILL START: 1/15/2021 LOGGER: B.H.

AD Dry TBM: DRILLED END: 1/15/2021 DRILLER: B.H.

24 Hrs GPS: 34 43.139'N 98 38.880'W DRILL RIG: CME 55 HOLE SIZE: 7.25 > 24 Hrs STA: OFFSET: DRILL METHOD: H.S.A.

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

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 19.1 B 1.5-2.9 6.3 132 NP NP NP 92 73 39 28 24.1 SM A-1-b C 3.0-5.0 5.5 D 5.0-5.9 5.4

B-2 A 0.0-1.5 14.5 B 1.5-3.0 10.6

C 3.0-5.0 9.3 31 16 15 88 81 60 46 38.2 SC A-6(2)

D 5.0-5.8 7.8 120

B-3 A 0.0-1.5 18.7

B 1.5-3.0 12.6 116 36 18 18 100 97 83 69 63.8 CL A-6(9)

C 3.0-5.0 13.2 105 927 5.6 D 5.0-6.5 18.8 E 8.0-10.0 17.1 F 10.0-10.1 9.9

B-4 A 0.0-1.5 14.8 B 1.5-2.3 9.5 113 C 3.0-5.0 11.4

D 5.0-5.7 10.2 115 32 21 11 100 96 59 39 29.4 SC A-2-6(0)

SUMMARY OF LABORATORY TEST RESULTS

Client: US Fish & Wildlife Service, Region 2 Date: 2/3/2021 Project: New Office/Maintenance Shop Complex Project No.: 2030-0815

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

B-5 A 0.0-1.5 20.8 B 1.5-3.0 14.7

C 3.0-5.0 10.1 29 18 11 99 96 84 64 52.4 CL A-6(3)

D 5.0-5.8 2.5

B-6 A 0.0-1.5 25.5

B 1.5-3.0 11.5 116 35 22 13 99 99 97 93 88.1 CL A-6(11)

C 3.0-5.0 9.4 D 5.0-6.5 22.4 87 E 8.0-10.0 13.4 F 10.0-11.5 11.8 G 15.0-15.4 5.1

SUMMARY OF LABORATORY TEST RESULTS

Client: US Fish & Wildlife Service, Region 2 Date: 2/3/2021 Project: New Office/Maintenance Shop Complex Project No.: 2030-0815

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

UNCONFINED COMPRESSION TEST

Project No.: 2030-0815

Date Sampled:

Remarks:

Figure

Client: US Fish & Wildlife Service, Region 2

Project: New Office/Maintenance Shop Complex

Source of Sample: B-3 Depth: 3.0-5.0

Sample Number: C

Description: Clay w/ Sand

LL = PI = PL = Assumed GS= 2.65 Type: Undisturbed

Stage Unconfined strength, psf Undrained shear strength, psf Failure strain, % Strain rate, in./min.

Water content, % Wet density, pcf Dry density, pcf Saturation, % Void ratio Specimen diameter, in.

Specimen height, in.

Height/diameter ratio

5.6

0.052

13.2

118.5

104.7

60.2

0.5800

2.80

5.60

2.00

C om pr es si ve

S tre ss , p sf

Axial Strain, %

0 2.5 5 7.5 10