200131_Pre-Bid RFIs_Geotechnical Report_Att. 4.pdf

hdrinc.com 613 NW Loop 410, Suite 700, San Antonio, TX 78216 2 of 6 T (210) 841-2800 F (210) 841-2828 Oklahoma Registered Engineering Firm License Number 1446 program included water contents, Atterberg limits, grain size analyses, unconfined compression test, and analytical tests. The subsurface exploration report prepared by STEC is attached to this design memo includes a project vicinity map, boring location plan, boring logs, and laboratory test results.

Subsurface and Depth-to-Water Conditions

Subsurface conditions can best be understood by a thorough review of the boring logs in the attached subsurface exploration report. At the surface 4 inches of asphaltic concrete pavement was encountered over 6 inches of aggregate base at each of the two borings. Below the pavement materials, the two 51-ft deep borings generally encountered 5 strata that are summarized below.

Stratum 1. Reddish brown lean clay with various amounts of sand and asphaltic concrete debris was encountered below the aggregate base and extends to a depth of 8 feet at boring

B-1. Reddish brown sandy lean clay over reddish brown silty sand with asphaltic concrete debris was encountered below the aggregate base and extends to a depth of 11 feet at boring

B-2. Stratum 1 has measured liquid limits varying from 16 to 38, plasticity indices ranging from non-plastic to 24, percent passing the No. 200 sieve varying from 24 to 92, and SPT N-values ranging from 15 to 25 blows per foot (bpf).

Stratum 2. Reddish brown weathered shale was encountered below the upper soils. The weathered shale extends to depths of 17 and 16 feet at the boring B-1 and B-2 locations, respectively. Stratum 2 has measured liquid limits of 26 and 34, plasticity indices of 15 and 19, percent passing the No. 200 sieve of 53 and 96, and SPT N-values of 34, 37, and 47 bpf.

Stratum 3. Reddish brown shale was encountered below the weathered shale. The shale extends to depths of 25 and 31 feet at the boring B-1 and B-2 locations, respectively. Stratum 3 has a measured liquid limit of 32, plasticity index of 19, percent passing the No. 200 sieve of 85, and SPT N-values ranging from 95 blows for 8 inches of penetration to 50 blows for 3 inches of penetration.

Stratum 4. Reddish brown loosely cemented sandstone was encountered below the shale.

The sandstone extends to a depth of 50 feet at each boring location. Stratum 4 has a measured

SPT N-values ranging from 50 blows for 2.5 to 5 inches of penetration.

Stratum 5. Reddish brown shale was encountered below the sandstone in the split-spoon sample driven from 50 to 51 feet. Stratum 5 has a measured SPT N-values of 40 blows for the initial 6-inch seating then 50 blows for 4.5 to 5.5 inches of penetration.

The borings were drilled dry with hollow stem augers. Free water was not observed in either boring during or at the completion of drilling operations. However, it should be noted that shallow groundwater is common on Tinker AFB.

hdrinc.com 613 NW Loop 410, Suite 700, San Antonio, TX 78216 3 of 6

Drilled Shaft Design Recommendations

Based on information provided by the project structural engineers the maximum axial compression column load will be on the order of 14 kips. Drilled shafts should be designed in accordance with the flowing recommendations.

1. The structural loads should be carried on straight-sided drilled shafts founded at least 5 feet into the shale in Stratum 3 (22-ft length from ground surface) and sized using the allowable skin friction and end beading values in the table below.

Drilled Shaft Axial Compressive Design Parameters

Depth Below

Ground Surface *

(feet)

Material

Type

Allowable

Skin Friction

(psf)

Allowable

End Bearing

(psf)

0 – 11 Soil w/ AC Debris neglect neglect

11 – 17 Weathered Shale (Clay) 750 neglect

17 – 30 Shale 1,500 12,000

30 – 50 Sandstone 2,500 24,000

2. Tensile (uplift) capacity may be calculated using 70 percent of the allowable skin friction values provided in the table above for each stratum. Buoyant unit weight of the concrete may be added in the tensile capacity.

3. Drilled shafts should have a diameter of 24 inches or greater.

4. The structural capacities of the drilled shafts should be checked for allowable stresses in the concrete, total downward axial loads, tension forces, lateral forces, and moments produced by dead plus probable maximum live loads. Shaft reinforcement should extend from the top to the bottom of the shafts.

5. Maintain a minimum center-to-center spacing between drilled shafts (including existing shafts) of at least three shaft diameters. If the minimum spacing cannot be maintained, the geotechnical engineer should be retained to consider the group effect of closely spaced shafts.

6. Maximum total vertical movement of drilled shafts designed and constructed in accordance with these recommendations is anticipated to be less than 1 inch.

Design Parameters for Lateral Load Analyses

Ultimate soil design parameters are provided herein for use with the computer program LPILE by Ensoft. This computer program is commonly used to evaluate deflections, moments, and shear forces due to lateral loads and moments. The structural engineer should consider head shaft fixity condition and stiffness condition (cracked or uncracked) and select the required length, diameter, and percent of steel for drilled shafts with regard to lateral and axial loads.

Recommended input values for the computer program LPILE are provided in the following table.

hdrinc.com 613 NW Loop 410, Suite 700, San Antonio, TX 78216 4 of 6

LPILE Ultimate (Unfactored) Soil Parameters

Depth

Below

Ground

Surface *

(feet)

LPILE

Soil / Rock

Type

Effective

Unit

Weight

(pcf)

Undrained

Cohesion

(psf)

Friction

Angle

(degrees)

Soil

Modulus k

(pci)

Strain

Factor

E50

0 – 5 Soft Clay (Matlock) 120 10 na na **

5 – 11 *** Stiff Clay w/o FW 60 1,200 na na **

Sand (Reese) 60 na 30 ** na

11 – 17 Stiff Clay w/o FW 65 3,000 na ** **

17 – 30 Stiff Clay w/o FW 65 6,000 na ** **

30 – 50 Sand (Reese) 70 0 40 ** **

* Depth below ground surface at the boring location.

** Use LPILE default values.

*** Each of the two soil types should be evaluated to achieve conservative design.

Drilled Shaft Construction Recommendations

Drilled shafts should be constructed in accordance with the Unified Facilities Guide

Specifications UFGS-31 63 29 Drilled Concrete Piers and Shafts. UFGS-31 63 29 indicates to install drilled shaft foundations in accordance with current versions of ACI 336.1 and FHWA

NHI-10-016. Drilled shaft operations should be inspected, on a full-time basis, to (a) verify plan depth and penetration into the bearing stratum, (b) verify shaft dimensions and proper reinforcement, (c) monitor cleanness and amount of water in shaft excavations, (d) monitor placement of concrete and use of tremie or pumps, (e) monitor the extraction of casing, if used, and (f) maintain accurate records.

The existing fill and/or silty sand may not remain stable during drilled shaft construction resulting in the need to use casing and/or slurry for drilled shaft construction. Further, groundwater was not encountered during drilling of the geotechnical boring, however shallow ground water is common at Tinker AFB and should be planned for during drilling shaft construction.

Soil Corrosion Potential

Steel and concrete elements in contact with soil, whether part of a foundation or part of the supported structure, are subject to degradation due to corrosion or chemical attack. Therefore, buried steel and concrete elements should be designed to resist corrosion and degradation based on accepted practices. A series of corrosion tests including pH, sulfate ion concentration, chloride ion concentration, and electrical resistivity were performed on three selected soil samples to evaluate the corrosion potential of the soils at the site. The corrosion potential test results are summarized in the attached geotechnical data report.

hdrinc.com 613 NW Loop 410, Suite 700, San Antonio, TX 78216 5 of 6

Corrosion potential of steel is influenced by electrical resistivity, chloride ion concentration, and pH. Corrosion of steel is more likely in soil environments with low resistivity, high chloride ion concentrations, or low pH. Some general guidelines concerning the corrosion potential of soil on steel as a function of soluble chloride, electrical resistivity, and pH are presented in the following table.

Soluble Chloride

Concentrations

(ppm)

Electrical

Resistivity

(ohm-cm) pH Corrosion

Potential

> 500 0 - 1,000 0 - 4.5 Very Severe

100 - 500 1,000 - 2,000 4.5 - 5.5 Severe

25 - 100 2,000 - 5,000 5.5 - 6.5 Moderate

10 - 25 5,000 - 10,000 > 6.5 Mild

----- 10,000 + ----- Very Mild

Each variable should be used independently of the others when evaluating soil corrosion potential. For example, it is not necessary to have both an electrical resistivity less than 1,000 ohm-cm and a pH less than 4.5 to indicate a very severe corrosion potential. The laboratory test results for this study indicate the following.

• Measured soluble chloride contents ranged from 11 to 25 ppm, which indicate the soils have a mild corrosion potential.

• Measured electrical resistivity values varied from 1,622 and 4,919 ohm-cm, which indicate the soils have a moderate to severe corrosion potential.

• Measured pH values ranged from 7.1 to 8.9, which indicate the soils have a mild corrosion potential.

Based on the results of our analyses, the soils at the site appear to exhibit a severe tendency to corrode buried steel. A Corrosion Engineer should review the test results discussed herein, when designing appropriate methods of protecting buried steel.

The degradation of concrete is caused by chemical agents in the soil or groundwater that react with concrete to either dissolve the cement paste or precipitate larger compounds which cause cracking and flaking. The concentration of water-soluble sulfates in the soils is a good indicator of the potential for chemical attack of concrete. Sulfate concentrations in soil can be used to evaluate the need for protection of concrete based on American Concrete Institute (ACI) guidelines. General guidelines concerning the potential for degradation of concrete as a function of sulfate ion concentration are presented in the following table.

hdrinc.com 613 NW Loop 410, Suite 700, San Antonio, TX 78216 6 of 6

Aggressiveness Sulfate Ion Concentration (ppm)

Very severe > 20,000

Severe 2,000 – 20,000

Moderate 1,000 – 2,000

Mild < 1,000

The results of sulfate content tests performed on selected soil samples from this study ranged from 26 to 144 ppm which indicate the potential for deterioration of concrete, based on sulfate ion concentrations, is mild. We recommend that a Corrosion Engineer be consulted to determine if protective measures are warranted.

Limitations

The geotechnical engineering recommendations presented herein are based on the geotechnical engineer’s experience and professional opinion. These services were performed with the degree of skill and care normally utilized by other members of the geotechnical engineering profession practicing in this location and at this time. There is no warranty, either express or implied. The results, conclusions, and recommendations contained herein are directed at, and intended to be utilized within our contracted scope of work. This memo is not intended to be used for any other purposes.

The analyses, conclusions, and recommendations in this memo are based on the subsurface and depth-to-water conditions present in the borings and the engineering characteristics of the soil as determined through field and laboratory testing at this point in time. The memo does not reflect variations in subsurface conditions that may exist between or beyond these borings.

Variations in soil conditions should be expected between the borings, the nature and extent of which may not become evident until construction is undertaken. Subsurface and depth-to-water conditions can change over time due to both natural and manmade forces, including changes in condition and/or use of adjacent properties.

Attachment

Standard Testing and Engineering Company, LLC (STEC) Geotechnical Data Study

SUBSURFACE EXPLORATION

B2280 - Chilled Water System and Water Cooling Tower Tinker Air Force Base

Oklahoma City, Oklahoma

PROJECT NO. 2230-0534

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

October 27, 2022

HDR Engineering, Inc.

613 NW Loop 410, Suite 700 San Antonio, TX 78216

Attn: Mr. Thomas Wesling, P.E.

Re: Subsurface Exploration

Tinker Air Force Base Oklahoma City, Oklahoma

Dear Mr. Wesling:

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 signed Subconsultant Agreement 10003000002062, dated August 9th, 2022.

Standard Testing conducted a geotechnical investigation at the site of the new chilled water system and water cooling tower project in Tinker Air Force Base, Oklahoma. This report contains the detailed results of the geotechnical investigation, including subsurface conditions and laboratory results.

The subsurface soils consist of approximately 50.8 feet of clays with varying amounts of sand and sands with varying amounts of silt overlying weathered shale, shale, and loosely cemented sandstone and exhibit non-plastic to moderately plastic characteristics.

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

Cody Latham, E.I. Roy Khalife, P.E.

Staff Geotechnical Engineer Geotechnical Engineer

Project No. 2230-0534 Account No. 0230HDR20 http://www.stantest.com/

SUBSURFACE EXPLORATION

Tinker Air Force Base

Oklahoma City, Oklahoma

PROJECT NO. 2230-0534

PREPARED FOR

HDR Engineering, Inc.

613 NW Loop 410, Suite 700

San Antonio, TX 78216

PREPARED BY

STANDARD TESTING & ENGINEERING, LLC

3400 N. Lincoln Blvd.

Oklahoma City, OK 73105 Certificate of Authorization No. 7933, Expiration 6/30/2023

(405) 528-0541

Prepared By:

Reviewed By:

Cody Latham, E.I. Roy Khalife, P.E.

Staff Geotechnical Engineer Geotechnical Engineer

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

Dated 10/27/2022

October 27, 2022

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 Laboratory Testing Results

pH and Resistivity Test Results Soluble Sulfate and Chloride Content Test Results Unconfined Compressive Strength of Soil Test Results

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 Soil Profile Definition of Descriptive Terms

Appendix C AASHTO Soil Classification System Unified Soil Classification System

Appendix D Summary of Test Results

LIST OF TABLES

Page

Relative Elevation of Rock Material pH and Resistivity Content Test Results Soluble Sulfate and Chloride Content Test Results Unconfined Compressive Strength Test Results

Project No. 2230-0534 1 October 27, 2022

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-2022-207) prepared for Mr. Thomas Wesling, dated July 27th, 2022, and identified as Standard Testing project number 2230-0534. This geotechnical study was authorized by signed Subconsultant Agreement 10003000002062, dated August 9th, 2022.

1.2 Purpose and Scope

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

Two (2) exploratory borings (B-1 and B-2) were drilled to a depth 50.8 feet. The boring depths and types of testing were performed according to the scope of work proposed by Standard Testing and accepted by Mr. Wesling. Narrative descriptions of our findings are contained in the body of this report. A site and boring location plan, the boring logs, the soil profile, 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 B2280 - Chilled Water Systems and Cooling Tower project is proposed to be constructed at Tinker Air Force Base in Oklahoma City, Oklahoma.

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. 2230-0534 2 October 27, 2022

Section 2

FIELD EXPLORATION

2.1 Drilling Information

The field exploration work was performed between the 11th and 14th of October, 2022.

Conditions at the site were investigated with two (2) borings at the locations indicated on the site and boring location plan, included in Appendix "A." The boring surface elevations were measured with respect to a Temporary Bench Mark (TBM) established at the N.W. corner of the existing building. The Temporary Bench Mark (TBM) location is also shown in the site and boring location plan in Appendix “A.” Boring surface elevations, rounded to the nearest foot, are reported on the individual boring logs, included in Appendix “A.”

The benchmark has an assigned relative elevation of 100 feet. Boring depths were 50.8 feet within the project site. A total of 10 inches of asphalt pavement and aggregate base were present at both drilling locations and boring and sampling depths were adjusted to account for this. 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

Two (2) 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.

Thin-walled tube samples were collected as specified by ASTM D1587, “Standard Practice for Thin-Walled Tube Sampling of Soils for Geotechnical Purposes.” Two (2) thin-walled samples were collected for this project, however due to the presence of asphalt debris in the top five (5) feet, one (1) sample was non-viable for unconfined compressive strength testing.

Project No. 2230-0534 3 October 27, 2022

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.

2.4 Subsurface Conditions

The soils encountered consist of clays with varying amounts of sand and sands with varying amounts of silt overlying weathered shale, shale, and loosely cemented sandstone. The cohesive soils were found to be firm 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 the indicated borings at the relative elevation shown in the following table:

Table 1: Relative Elevation of Rock Material

Boring No. Surface Elevation (feet)

Rock Depth (feet)

Rock Elevation (feet) Rock Material

B-1 100.0

16.8 83.2 Shale Rock

25.8 74.2 Sandstone Rock

B-2 99.0

15.8 83.2 Shale Rock

30.8 68.2 Sandstone Rock

2.5 Groundwater

During drilling and at completion of drilling operations, groundwater was NOT encountered in the borings. Water Levels were measured during, at completion, and fifteen minutes after the borings were completed. 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.

Project No. 2230-0534 4 October 27, 2022

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.

• Laboratory pH and resistivity tests were conducted on split spoon and grab soil samples.

AASHTO T289 was used to determine the pH of the soil, while AASHTO T288 method was employed to determine the electrical resistivity of the sampled soil. pH and resistivity tests determine the corrosion potential of the on-site soils regard to underground structures and pipelines. The test results are summarized under Laboratory Testing Results in Section 4 of this report.

• Soluble sulfate content tests were performed on split spoon and grab soil samples in accordance with OHDL-49. The test results are summarized under Laboratory Testing Results in Section 4 of this report.

• Soluble chloride content tests were performed on split spoon and grab soil samples by colorimetric method using a SMART2 Colorimeter. The test results are summarized under Laboratory Testing Results in Section 4 of this report.

• Unconfined compressive strength testing 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-

Project No. 2230-0534 5 October 27, 2022 situ shear strength of the various soils encountered. The graph in Appendix “D” depicts 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 and soil profile included in Appendix "B." A "Summary of Test Results" is included in Appendix "D."

Project No. 2230-0534 6 October 27, 2022

Section 4

ENGINEERING EVALUATION AND RECOMMENDATIONS

4.1 Soil Conditions

The soils encountered in this investigation consist of clays with varying amounts of sand and sands with varying amounts of silt overlying weathered shale, shale, and loosely cemented sandstone. The cohesive soils were found to be firm to very stiff in consistency and the cohesionless soils were found to have medium dense relative density. These near surface soils exhibit non-plastic to moderately plastic characteristics. Rock materials (i.e., defined by standard penetration test refusal) were encountered in both borings.

4.2 Laboratory Testing Results

pH and Resistivity Test Results

The pH and resistivity of the soil samples tested are summarized in the following table:

Table 2: pH and Resistivity Content Test Results

Boring No. Sample I.D. Depth (feet) pH Resistivity (ohm-cm) Corrosivity

B-1 A 0.8-2.3 7.1 1,622 Moderately B-2 B 2.3-3.8 8.9 3,611 Slightly B-2 E 8.8-10.3 7.8 4,919 Slightly

The pH and resistivity test results indicate that soils are slightly to moderately corrosive with regards to accelerated corrosion of metals.

Soluble Sulfate and Chloride Content Test Results

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

Table 3: Soluble Sulfate and Chloride Content Test Results

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

Chloride Content (ppm)

B-1 A 0.8-2.3 144 14 B-2 B 2.3-3.8 26 11 B-2 E 8.8-10.3 27 25

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

According to the National Lime Association’s publication entitled “Technical Memorandum:

Project No. 2230-0534 7 October 27, 2022

Guidelines for Stabilization of Soils Containing Sulfates,” which can be found on their website at www.lime.org/documents/publications/free_downloads/technical-memorandum.pdf, If the total level of soluble sulfates is below 0.3%, or 3,000 parts per million (ppm), by weight of soil, then lime stabilization should not be of significant concern. The potential for a harmful reaction is low.”

Unconfined Compressive Strength of Soil Test Results

Unconfined compressive strength test was conducted on 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 4: Unconfined Compressive Strength Test Results

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

Dry Density (pcf)

Max. Stress, qu (psf)

Strain at Max.

Stress (%)

B-1 3.8-5.8 9.5 123.7 7,475 3.1 http://www.lime.org/documents/publications/free_downloads/technical-memorandum.pdf

Project No. 2230-0534 8 October 27, 2022

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 facility 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

B2280 Chilled Water System & Cooling Towers

Tinker Air Force Base, Oklahoma

2230-0534

Project Name:

Project Location:

Project No.:

Approximate Site Location

Site and Boring Location Plan

B2280 Chilled Water System & Cooling Towers

Tinker Air Force Base, Oklahoma

2230-0534

Project Name:

Project Location:

Project No.:

LEGEND:

Approximate Boring Location

TBM

(ELEV=100 ft.)

B-1

B-2

TBM

APPENDIX B

Boring Logs

Soil Profile Definition of Descriptive Terms

CL

CL

CL

CL

4" (ASPHALT)

6" (AGGREGATE)

Reddish Brn. SANDY CLAY (W/ ASPHALT

DEBRIS)

Reddish Brn. LEAN CLAY (W/ ASPHALT

DEBRIS)

Moist, Moderate Plasticity, V. Stiff

(W/O ASPHALT DEBRIS)

Sl. Moist, Low Plasticity

Reddish Brn. WEATHERED SHALE V. Soft Rock

Sl. Moist, Moderate Plasticity

(ROCK) Reddish Brn. SHALE Med. Hard Rock

Sl. Moist, Moderate Plasticity

Reddish Brn. LOOSELY CEMENTED

SANDSTONE

Soft Rock

A

B

C

D

E

F

G

H

I

J

K

7-8-10 (18)

6-12-13 (25)

4-16-31 (47)

8-17-20 (37)

8-40-50/1.00"

19-45-50/2.00"

50/3.00"

50/4.00"

50/3.50"

12.8

11.7

9.7

12.3

11.0

124 7475

91.9

86.8

95.9

85.4

38-14-24

28-14-14

34-15-19

32-13-19

BORING LOG B-1

PROJECT NAME: B2280 Chilled Water System & Cooling

PROJECT NUMBER: 2230-0534

PROJECT LOCATION: Tinker Air Force Base

CLIENT: HDR Engineering, Inc.

www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRILLING

WD - GROUND ELEVATION: 100 DRILL START: 10/12/2022 LOGGER: J.B.

AD - TBM: N.W. Corner of Building DRILLED END: 10/13/2022 DRILLER: G.D.

24 Hrs - GPS: 35 24.793'N, 97 22.564'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)

SP

Med. Hard Rock

V. Moist, Nonplastic, Soft Rock

Reddish Brn. SHALE W/ SANDSTONE

SEAMS

Soft Rock

Bottom of borehole at 51.8 feet

L

M

N

50/2.50"

50/5.00"

40-50/5.50"

11.0 2.9 NP-NP-NP

BORING LOG B-1

PROJECT NAME: B2280 Chilled Water System & Cooling

PROJECT NUMBER: 2230-0534

PROJECT LOCATION: Tinker Air Force Base

CLIENT: HDR Engineering, Inc.

www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRILLING

WD - GROUND ELEVATION: 100 DRILL START: 10/12/2022 LOGGER: J.B.

AD - TBM: N.W. Corner of Building DRILLED END: 10/13/2022 DRILLER: G.D.

24 Hrs - GPS: 35 24.793'N, 97 22.564'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

(2 of 2)

CL

SM

SM

CL

4" (ASPHALT)

6" (AGGREGATE)

Reddish Brn. SANDY LEAN CLAY (W/

ASPHALT DEBRIS)

Moist, Moderate Plasticity, Stiff Reddish Brn. SILTY SAND (W/ ASPHALT

DEBRIS)

V. Moist, Nonplastic

(W/O ASPHALT DEBRIS)

Med. Dense, Low Plasticity

Reddish Brn. WEATHERED SANDY

SHALE

V. Moist, Moderate Plasticity, V. Soft Rock

(ROCK) Reddish Brn. SHALE Soft Rock

Med. Hard Rock

Reddish Brn. LOOSELY CEMENTED

SANDSTONE

Soft Rock

A

B

C

D

E

F

G

H

I

J

K

10-7-8 (15)

10-7-8 (15)

4-8-13 (21)

2-5-10 (15)

5-10-24 (34)

50/6.00"

31-50/4.00"

50/3.00"

50/4.50"

50/4.50"

15.6

14.7

15.5

17.9

53.4

28.1

24.3

52.6

31-15-16

NP-NP-NP

16-13-3

26-11-15

BORING LOG B-2

PROJECT NAME: B2280 Chilled Water System & Cooling

PROJECT NUMBER: 2230-0534

PROJECT LOCATION: Tinker Air Force Base

CLIENT: HDR Engineering, Inc.

www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRILLING

WD - GROUND ELEVATION: 99 DRILL START: 10/11/2022 LOGGER: T.L.

AD - TBM: N.W. Corner of Building DRILLED END: 10/14/2022 DRILLER: G.D.

24 Hrs - GPS: 35 24.808'N, 97 22.565'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

(1 of 2)

CL Reddish Brn. SHALE Moist, Moderate Plasticity, Soft Rock

Bottom of borehole at 51.7 feet

L

M

N

50/4.00"

50/3.00"

40-50/4.50"

100 15.1 72.1 38-16-22

BORING LOG B-2

PROJECT NAME: B2280 Chilled Water System & Cooling

PROJECT NUMBER: 2230-0534

PROJECT LOCATION: Tinker Air Force Base

CLIENT: HDR Engineering, Inc.

www.stantest.com

WATER LEVELS ELEVATIONS / LOCATIONS DRILLING

WD - GROUND ELEVATION: 99 DRILL START: 10/11/2022 LOGGER: T.L.

AD - TBM: N.W. Corner of Building DRILLED END: 10/14/2022 DRILLER: G.D.

24 Hrs - GPS: 35 24.808'N, 97 22.565'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

(2 of 2)

B-1

7-8-10 (18)

6-12-13 (25)

4-16-31 (47)

8-17-20 (37)

8-40-50 (90)

19-45-50 (95)

50/3"

50/4"

50/3.5"

50/2.5"

50/5.0"

40-50/5.5"

B-2

10-7-8 (15)

10-7-8 (15)

4-8-13 (21)

2-5-10 (15)

5-10-24 (34)

50/6"

31-50/4"

50/3"

50/4.5"

50/4.5"

50/4"

50/3"

40-50/4.5"

E L E

V A

T

IO

N I

N F

E E

T

E L E

V A

T

IO

N

IN

F E

E T

Asphalt

Gravel

Sandy Lean Clay

Lean Clay

Weathered Shale

Shale

Sandstone

Sandy Shale

Sandy Silt

Weathered Sandy Shale

SOIL PROFILE

B2280 Chilled Water System & Cooling Towers

PROJECT NO. 2230-0534

HORIZONTAL VERTICAL

SCALE: SCALE: 1"=12'

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 Laboratory Test Results

B-1

B 2.3-3.8 12.8 38 14 24 100 99 97 95 91.9 CL A-6(22)

C 3.8-5.8 11.7 124 7475 3.1

D 5.8-7.3 9.7 28 14 14 97 95 93 92 86.8 CL A-6(10)

F 10.8-12.3 12.3 34 15 19 100 99 98 97 95.9 CL A-6(18)

H 20.8-22.0 11.0 32 13 19 99 98 95 91 85.4 CL A-6(14)

M 45.8-46.3 11.0 NP NP NP 100 98 87 33 2.9 SP A-3

B-2

A 0.8-2.3 15.6 31 15 16 92 84 71 58 53.4 CL A-6(5)

C 3.8-5.8 14.7 NP NP NP 100 100 90 47 28.1 SM A-2-4(0)

D 5.8-7.3 15.5 16 13 3 100 100 88 38 24.3 SM A-2-4(0)

F 10.8-12.3 17.9 26 11 15 100 100 91 62 52.6 CL A-6(4)

N 50.8-51.7 15.1 38 16 22 97 94 91 81 72.1 CL A-6(14)

SUMMARY OF LABORATORY TEST RESULTS

Client: HDR Engineering, Inc. Date: 10/26/2022

Project: B2280 Chilled Water System & Cooling Towers Project No.: 2230-0534

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.: 2230-0534

Date Sampled:

Remarks:

Figure

Client: HDR Engineering, Inc.

Project: B2280 Chilled Water System & Cooling Towers

Source of Sample: B-1 Depth: 3.83

Sample Number: C

Description:

LL = PI = PL = Assumed GS= 2.65 Type: Shelby Tube

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

3.1

0.052

9.5

135.5

123.7

74.6

0.3372

2.87

5.76

2.01

C o m p re s s iv e S tr e s s p s f

10000

Axial Strain, %

0 1 2 3 4

5HSRUW�2Q� 'HWHUPLQLQJ�6ROXEOH�&KORULGH�&RQWHQW�LQ�6RLO

)LOH�,'�

+'5�(QJLQHHULQJ��,QF�

0U��6FRWW�*RHKUL��3�(�

�����0DLQ�6WUHHW��6XLWH�����

.DQVDV�&LW\���02�������

&OLHQW��

/RFDWLRQ� %�������

5HSRUW�'DWH��

6DPSOHG�%\��

)LHOG�,'��� %��

%�����&KLOOHG�:DWHU�6\VWHP� �:DWHU�

&RROLQJ�7RZHUV�

2.&�2.

3URMHFW��

6DPSOH�'DWH��

/DE�1R��

5HSRUW�1R��

��������� $FFW�,'�����+'5��

$UHD�2IILFHV

����7UDLOV�:HVW�/RRS�

����6(��-��$YH�

�����(����WK�3ODFH

(QLG��2.������

/DZWRQ��2.������

7XOVD��2.������

�����1��/,1&2/1��2./$+20$�&,7<��2.���������������������

&25325$7(�2)),&(�DQG�&(175$/�/$%25$725<

3DJH���RI��

7HV W�0 HWKRG�� &RORULP HWULF

0 DWHULDO�5HSUHVHQWHG� % �������

% ODQN �$GMXV WP HQW��5

��� ���� SSP

0DVV �RI�$ LU�'ULHG�6 DP SOH�3 XOYHUL]HG�WR������6 LHYH��0 � �� ����� J

0DVV �RI�6 DP SOH�SOXV �'HLRQL] HG�: DWHU��0 � �� ������ J

$ YHUDJH�&RORULP HWHU�5HDGLQJ�RQ�2 ULJLQDO�6 OXUU\ ��5�� ���� SSP

&RQFHQWUDW LRQ� LQ�2 ULJLQDO�6 ROLG�6 DPSOH��& � � �0 � � � �0 � �

� �5���5

�� SSP

'LOXW LRQ�� LI�QHFHVVDU\

0 DVV �RI�2 ULJLQDO�6 OXUU\ �8VHG��0 � �� 1 �$ J

0 DVV �RI�2 ULJLQDO�6 OXUU\ �8VHG�SOXV �$ GGLW LRQDO�'HLRQL] HG�: DWHU��0 � �� 1 �$ J

&RORULP HWHU�5HDGLQJ�RQ�'LOXWHG�6 OXUU\ ��5 � �� 1 �$ SSP

'LOXW LRQ�)DF WRU��' � � �0 � � � �0 � �� 1R�'LOXW LRQ

&RQFHQWUDW LRQ� LQ�2 ULJLQDO�6 ROLG�6 DPSOH��& � � �' � �

�0 � � � �0 � � � >5���5

@�� SSP

&KOR ULGH �& RQFHQ WUDWLRQ �LQ �$LU�' U\ �6R LO���& V �� �� SSP

7HVW�0HWKRGV� &RORULPHWULF

2ULJ��+'5�(QJLQHHULQJ��,QF���.DQVDV�&LW\��02�

$WWQ��0U��6FRWW�*RHKUL��3�(������FF�FRS\�

��FF�/DERUDWRU\

5HVSHFWIXOO\�6XEPLWWHG�

6WDQGDUG�7HVWLQJ� �(QJLQHHULQJ�&RPSDQ\

5(3257�&5($7('�%<�(OP7UHH�6<67(0

127('��7+(6(�5(32576�$5(�)25�7+(�(;&/86,9(�86(�2)�7+(�$''5(66('�&/,(17�$1'�$5(�127�72�%(�5(352'8&('�:,7+287�:5,77(1�3(50,66,21� 7+(�48$/,7,(6�2)�$33$5(17/<�,'(17,&$/�25�6,0,/$5�352'8&76�25�352&('85(6��125�'2�7+(<�5(35(6(17�$1�21*2,1*�48$/,7<�$6685$1&(�352*5$0�81/(66�62 7+,6�5(3257�$33/,(6�21/<�72�7+(�67$1'$5'6�25�352&('85(6�,1',&$7('�$1'�72�7+(�6$03/(�6��7(67('�$1'�25�2%6(59('�$1'�$5(�127�1(&(66$5,/<�,1',&$7,9(�2)

+'5�(QJLQHHULQJ��,QF�

0U��6FRWW�*RHKUL��3�(�

�����0DLQ�6WUHHW��6XLWH�����

.DQVDV�&LW\���02�������

&OLHQW��

/RFDWLRQ� %�������

5HSRUW�'DWH��

6DPSOHG�%\��

)LHOG�,'��� %��

%�����&KLOOHG�:DWHU�6\VWHP� �:DWHU�

&RROLQJ�7RZHUV�

2.&�2.

3URMHFW��

6DPSOH�'DWH��

/DE�1R��

5HSRUW�1R��

��������� $FFW�,'�����+'5��

$UHD�2IILFHV

����7UDLOV�:HVW�/RRS�

����6(��-��$YH�

�����(����WK�3ODFH

(QLG��2.������

/DZWRQ��2.������

7XOVD��2.������

�����1��/,1&2/1��2./$+20$�&,7<��2.���������������������

&25325$7(�2)),&(�DQG�&(175$/�/$%25$725<

3DJH���RI��

7HV W�0 HWKRG�� &RORULP HWULF

0 DWHULDO�5HSUHVHQWHG� % �������

% ODQN �$GMXV WP HQW��5

��� ���� SSP

0DVV �RI�$ LU�'ULHG�6 DP SOH�3 XOYHUL]HG�WR������6 LHYH��0 � �� ����� J

0DVV �RI�6 DP SOH�SOXV �'HLRQL] HG�: DWHU��0 � �� ������ J

$ YHUDJH�&RORULP HWHU�5HDGLQJ�RQ�2 ULJLQDO�6 OXUU\ ��5�� ��� SSP

&RQFHQWUDW LRQ� LQ�2 ULJLQDO�6 ROLG�6 DPSOH��& � � �0 � � � �0 � �

� �5���5

�� SSP

'LOXW LRQ�� LI�QHFHVVDU\

0 DVV �RI�2 ULJLQDO�6 OXUU\ �8VHG��0 � �� 1 �$ J

0 DVV �RI�2 ULJLQDO�6 OXUU\ �8VHG�SOXV �$ GGLW LRQDO�'HLRQL] HG�: DWHU��0 � �� 1 �$ J

&RORULP HWHU�5HDGLQJ�RQ�'LOXWHG�6 OXUU\ ��5 � �� 1 �$ SSP

'LOXW LRQ�)DF WRU��' � � �0 � � � �0 � �� 1R�'LOXW LRQ

&RQFHQWUDW LRQ� LQ�2 ULJLQDO�6 ROLG�6 DPSOH��& � � �' � �

�0 � � � �0 � � � >5���5

@�� SSP

&KOR ULGH �& RQFHQ WUDWLRQ �LQ �$LU�' U\ �6R LO���& V �� �� SSP

7HVW�0HWKRGV� &RORULPHWULF

2ULJ��+'5�(QJLQHHULQJ��,QF���.DQVDV�&LW\��02�

$WWQ��0U��6FRWW�*RHKUL��3�(������FF�FRS\�

��FF�/DERUDWRU\

5HVSHFWIXOO\�6XEPLWWHG�

6WDQGDUG�7HVWLQJ� �(QJLQHHULQJ�&RPSDQ\

5(3257�&5($7('�%<�(OP7UHH�6<67(0

127('��7+(6(�5(32576�$5(�)25�7+(�(;&/86,9(�86(�2)�7+(�$''5(66('�&/,(17�$1'�$5(�127�72�%(�5(352'8&('�:,7+287�:5,77(1�3(50,66,21� 7+(�48$/,7,(6�2)�$33$5(17/<�,'(17,&$/�25�6,0,/$5�352'8&76�25�352&('85(6��125�'2�7+(<�5(35(6(17�$1�21*2,1*�48$/,7<�$6685$1&(�352*5$0�81/(66�62 7+,6�5(3257�$33/,(6�21/<�72�7+(�67$1'$5'6�25�352&('85(6�,1',&$7('�$1'�72�7+(�6$03/(�6��7(67('�$1'�25�2%6(59('�$1'�$5(�127�1(&(66$5,/<�,1',&$7,9(�2)

+'5�(QJLQHHULQJ��,QF�

0U��6FRWW�*RHKUL��3�(�

�����0DLQ�6WUHHW��6XLWH�����

.DQVDV�&LW\���02�������

&OLHQW��

/RFDWLRQ� %�������

5HSRUW�'DWH��

6DPSOHG�%\��

)LHOG�,'��� %��

%�����&KLOOHG�:DWHU�6\VWHP� �:DWHU�

&RROLQJ�7RZHUV�

2.&�2.

3URMHFW��

6DPSOH�'DWH��

/DE�1R��

5HSRUW�1R��

��������� $FFW�,'�����+'5��

$UHD�2IILFHV

����7UDLOV�:HVW�/RRS�

����6(��-��$YH�

�����(����WK�3ODFH

(QLG��2.������

/DZWRQ��2.������

7XOVD��2.������

�����1��/,1&2/1��2./$+20$�&,7<��2.���������������������

&25325$7(�2)),&(�DQG�&(175$/�/$%25$725<

3DJH���RI��

7HV W�0 HWKRG�� &RORULP HWULF

0 DWHULDO�5HSUHVHQWHG� % �������

% ODQN �$GMXV WP HQW��5

��� ���� SSP

0DVV �RI�$ LU�'ULHG�6 DP SOH�3 XOYHUL]HG�WR������6 LHYH��0 � �� ����� J

0DVV �RI�6 DP SOH�SOXV �'HLRQL] HG�: DWHU��0 � �� ������ J

$ YHUDJH�&RORULP HWHU�5HDGLQJ�RQ�2 ULJLQDO�6 OXUU\ ��5�� ���� SSP

&RQFHQWUDW LRQ� LQ�2 ULJLQDO�6 ROLG�6 DPSOH��& � � �0 � � � �0 � �

� �5���5

�� SSP

'LOXW LRQ�� LI�QHFHVVDU\

0 DVV �RI�2 ULJLQDO�6 OXUU\ �8VHG��0 � �� 1 �$ J

0 DVV �RI�2 ULJLQDO�6 OXUU\ �8VHG�SOXV �$ GGLW LRQDO�'HLRQL] HG�: DWHU��0 � �� 1 �$ J

&RORULP HWHU�5HDGLQJ�RQ�'LOXWHG�6 OXUU\ ��5 � �� 1 �$ SSP

'LOXW LRQ�)DF WRU��' � � �0 � � � �0 � �� 1R�'LOXW LRQ

&RQFHQWUDW LRQ� LQ�2 ULJLQDO�6 ROLG�6 DPSOH��& � � �' � �

�0 � � � �0 � � � >5���5

@�� SSP

&KOR ULGH �& RQFHQ WUDWLRQ �LQ �$LU�' U\ �6R LO���& V �� �� SSP

7HVW�0HWKRGV� &RORULPHWULF

2ULJ��+'5�(QJLQHHULQJ��,QF���.DQVDV�&LW\��02�

$WWQ��0U��6FRWW�*RHKUL��3�(������FF�FRS\�

��FF�/DERUDWRU\

5HVSHFWIXOO\�6XEPLWWHG�

6WDQGDUG�7HVWLQJ� �(QJLQHHULQJ�&RPSDQ\

5(3257�&5($7('�%<�(OP7UHH�6<67(0

127('��7+(6(�5(32576�$5(�)25�7+(�(;&/86,9(�86(�2)�7+(�$''5(66('�&/,(17�$1'�$5(�127�72�%(�5(352'8&('�:,7+287�:5,77(1�3(50,66,21� 7+(�48$/,7,(6�2)�$33$5(17/<�,'(17,&$/�25�6,0,/$5�352'8&76�25�352&('85(6��125�'2�7+(<�5(35(6(17�$1�21*2,1*�48$/,7<�$6685$1&(�352*5$0�81/(66�62 7+,6�5(3257�$33/,(6�21/<�72�7+(�67$1'$5'6�25�352&('85(6�,1',&$7('�$1'�72�7+(�6$03/(�6��7(67('�$1'�25�2%6(59('�$1'�$5(�127�1(&(66$5,/<�,1',&$7,9(�2)

5HSRUW�2Q� S+�DQG�5HVLVWLYLW\�RI�6RLO

+'5�(QJLQHHULQJ��,QF�

0U��6FRWW�*RHKUL��3�(�

�����0DLQ�6WUHHW��6XLWH�����

.DQVDV�&LW\���02�������

&OLHQW��

/RFDWLRQ� %�������

5HSRUW�'DWH��

6DPSOHG�%\��

)LHOG�,'��� %��

%�����&KLOOHG�:DWHU�6\VWHP� �:DWHU�

&RROLQJ�7RZHUV�

2.&�2.

3URMHFW��

6DPSOH�'DWH��

/DE�1R��

5HSRUW�1R��

��������� $FFW�,'�����+'5��

$UHD�2IILFHV

����7UDLOV�:HVW�/RRS�

����6(��-��$YH�

�����(����WK�3ODFH

(QLG��2.������

/DZWRQ��2.������

7XOVD��2.������

�����1��/,1&2/1��2./$+20$�&,7<��2.���������������������

&25325$7(�2)),&(�DQG�&(175$/�/$%25$725<

3DJH���RI��

0DWHULDO��

S+�7HVW���$$6+72�7�����

5HVLVWLYLW\ �7HVW���$670�*���

,QWHUSUHWHG�&RUURVLYLW\ �

0RGHUDWHO\ �&RUURVLYH

�������FP

S+�UHDGLQJ�RI�VDPSOH�LQ�ZDWHU

5HVLVWDQFH�RI�6RLO�LQ�6RLO�%R[��2KPV

6RLO�%R[�*HRPHWULF�)DFWRU

5HVLVWLYLW\ �RI�6RLO��2KPV�

�FP

7HVW�0HWKRGV� $$6+72�7����� �$670�*��

2ULJ��+'5�(QJLQHHULQJ��,QF���.DQVDV�&LW\��02�

$WWQ��0U��6FRWW�*RHKUL��3�(������FF�FRS\�

��FF�/DERUDWRU\

5HVSHFWIXOO\�6XEPLWWHG�

6WDQGDUG�7HVWLQJ� �(QJLQHHULQJ�&RPSDQ\

5(3257�&5($7('�%<�(OP7UHH�6<67(0

127('��7+(6(�5(32576�$5(�)25�7+(�(;&/86,9(�86(�2)�7+(�$''5(66('�&/,(17�$1'�$5(�127�72�%(�5(352'8&('�:,7+287�:5,77(1�3(50,66,21� 7+(�48$/,7,(6�2)�$33$5(17/<�,'(17,&$/�25�6,0,/$5�352'8&76�25�352&('85(6��125�'2�7+(<�5(35(6(17�$1�21*2,1*�48$/,7<�$6685$1&(�352*5$0�81/(66�62 7+,6�5(3257�$33/,(6�21/<�72�7+(�67$1'$5'6�25�352&('85(6�,1',&$7('�$1'�72�7+(�6$03/(�6��7(67('�$1'�25�2%6(59('�$1'�$5(�127�1(&(66$5,/<�,1',&$7,9(�2)

+'5�(QJLQHHULQJ��,QF�

0U��6FRWW�*RHKUL��3�(�

�����0DLQ�6WUHHW��6XLWH�����

.DQVDV�&LW\���02�������

&OLHQW��

/RFDWLRQ� %�������

5HSRUW�'DWH��

6DPSOHG�%\��

)LHOG�,'��� %��

%�����&KLOOHG�:DWHU�6\VWHP� �:DWHU�

&RROLQJ�7RZHUV�

2.&�2.

3URMHFW��

6DPSOH�'DWH��

/DE�1R��

5HSRUW�1R��

��������� $FFW�,'�����+'5��

$UHD�2IILFHV

����7UDLOV�:HVW�/RRS�

����6(��-��$YH�

�����(����WK�3ODFH

(QLG��2.������

/DZWRQ��2.������

7XOVD��2.������

�����1��/,1&2/1��2./$+20$�&,7<��2.���������������������

&25325$7(�2)),&(�DQG�&(175$/�/$%25$725<

3DJH���RI��

0DWHULDO��

S+�7HVW���$$6+72�7�����

5HVLVWLYLW\ �7HVW���$670�*���

,QWHUSUHWHG�&RUURVLYLW\ �

6 OLJKWO\ �&RUURVLYH

�������FP

S+�UHDGLQJ�RI�VDPSOH�LQ�ZDWHU

5HVLVWDQFH�RI�6RLO�LQ�6RLO�%R[��2KPV

6RLO�%R[�*HRPHWULF�)DFWRU

5HVLVWLYLW\ �RI�6RLO��2KPV�

�FP

7HVW�0HWKRGV� $$6+72�7����� �$670�*��

2ULJ��+'5�(QJLQHHULQJ��,QF���.DQVDV�&LW\��02�

$WWQ��0U��6FRWW�*RHKUL��3�(������FF�FRS\�

��FF�/DERUDWRU\

5HVSHFWIXOO\�6XEPLWWHG�

6WDQGDUG�7HVWLQJ� �(QJLQHHULQJ�&RPSDQ\

5(3257�&5($7('�%<�(OP7UHH�6<67(0

127('��7+(6(�5(32576�$5(�)25�7+(�(;&/86,9(�86(�2)�7+(�$''5(66('�&/,(17�$1'�$5(�127�72�%(�5(352'8&('�:,7+287�:5,77(1�3(50,66,21� 7+(�48$/,7,(6�2)�$33$5(17/<�,'(17,&$/�25�6,0,/$5�352'8&76�25�352&('85(6��125�'2�7+(<�5(35(6(17�$1�21*2,1*�48$/,7<�$6685$1&(�352*5$0�81/(66�62 7+,6�5(3257�$33/,(6�21/<�72�7+(�67$1'$5'6�25�352&('85(6�,1',&$7('�$1'�72�7+(�6$03/(�6��7(67('�$1'�25�2%6(59('�$1'�$5(�127�1(&(66$5,/<�,1',&$7,9(�2)

+'5�(QJLQHHULQJ��,QF�

0U��6FRWW�*RHKUL��3�(�

�����0DLQ�6WUHHW��6XLWH�����

.DQVDV�&LW\���02�������

&OLHQW��

/RFDWLRQ� %�������

5HSRUW�'DWH��

6DPSOHG�%\��

)LHOG�,'��� %��

%�����&KLOOHG�:DWHU�6\VWHP� �:DWHU�

&RROLQJ�7RZHUV�

2.&�2.

3URMHFW��

6DPSOH�'DWH��

/DE�1R��

5HSRUW�1R��

��������� $FFW�,'�����+'5��

$UHD�2IILFHV

����7UDLOV�:HVW�/RRS�

����6(��-��$YH�

�����(����WK�3ODFH

(QLG��2.������

/DZWRQ��2.������

7XOVD��2.������

�����1��/,1&2/1��2./$+20$�&,7<��2.���������������������

&25325$7(�2)),&(�DQG�&(175$/�/$%25$725<

3DJH���RI��

0DWHULDO��

S+�7HVW���$$6+72�7�����

5HVLVWLYLW\ �7HVW���$670�*���

,QWHUSUHWHG�&RUURVLYLW\ �

6 OLJKWO\ �&RUURVLYH

�������FP

S+�UHDGLQJ�RI�VDPSOH�LQ�ZDWHU

5HVLVWDQFH�RI�6RLO�LQ�6RLO�%R[��2KPV

6RLO�%R[�*HRPHWULF�)DFWRU

5HVLVWLYLW\ �RI�6RLO��2KPV�

�FP

7HVW�0HWKRGV� $$6+72�7����� �$670�*��

2ULJ��+'5�(QJLQHHULQJ��,QF���.DQVDV�&LW\��02�

$WWQ��0U��6FRWW�*RHKUL��3�(������FF�FRS\�

��FF�/DERUDWRU\

5HVSHFWIXOO\�6XEPLWWHG�

6WDQGDUG�7HVWLQJ� �(QJLQHHULQJ�&RPSDQ\

5(3257�&5($7('�%<�(OP7UHH�6<67(0

127('��7+(6(�5(32576�$5(�)25�7+(�(;&/86,9(�86(�2)�7+(�$''5(66('�&/,(17�$1'�$5(�127�72�%(�5(352'8&('�:,7+287�:5,77(1�3(50,66,21� 7+(�48$/,7,(6�2)�$33$5(17/<�,'(17,&$/�25�6,0,/$5�352'8&76�25�352&('85(6��125�'2�7+(<�5(35(6(17�$1�21*2,1*�48$/,7<�$6685$1&(�352*5$0�81/(66�62 7+,6�5(3257�$33/,(6�21/<�72�7+(�67$1'$5'6�25�352&('85(6�,1',&$7('�$1'�72�7+(�6$03/(�6��7(67('�$1'�25�2%6(59('�$1'�$5(�127�1(&(66$5,/<�,1',&$7,9(�2)

5HSRUW�2Q� 'HWHUPLQLQJ�6ROXEOH�6XOIDWH�&RQWHQW�LQ�6RLO

+'5�(QJLQHHULQJ��,QF�

0U��6FRWW�*RHKUL��3�(�

�����0DLQ�6WUHHW��6XLWH�����

.DQVDV�&LW\���02�������

&OLHQW��

/RFDWLRQ� %�������

5HSRUW�'DWH��

6DPSOHG�%\��

)LHOG�,'��� %��

%�����&KLOOHG�:DWHU�6\VWHP� �:DWHU�

&RROLQJ�7RZHUV�

2.&�2.

3URMHFW��

6DPSOH�'DWH��

/DE�1R��

5HSRUW�1R��

��������� $FFW�,'�����+'5��

$UHD�2IILFHV

����7UDLOV�:HVW�/RRS�

����6(��-��$YH�

�����(����WK�3ODFH

(QLG��2.������

/DZWRQ��2.������

7XOVD��2.������

�����1��/,1&2/1��2./$+20$�&,7<��2.���������������������

&25325$7(�2)),&(�DQG�&(175$/�/$%25$725<

3DJH���RI��

7HVW�0HWKRG�� 2+'�/���

0DWHULDO�5HSUHVHQWHG�

0DVV�RI�$LU�'ULHG�6DPSOH�3DVVLQJ�����6LHYH��:V�� ���� J

0DVV�RI�'HLRQL]HG�:DWHU�8VHG�LQ�6OXUU\��:Z�� ������ J

$YHUDJH�&RORULPHWHU�5HDGLQJ��5�� ���� SSP

9ROXPH�RI�2ULJLQDO�)LOWUDWH�8VHG��9I �� 1�$ PO

9ROXPH�RI�'HLRQL]HG�:DWHU�$GGHG�WR�)LOWUDWH��9Z�� 1�$ PO

&RORULPHWHU�5HDGLQJ�RQ�'LOXWHG�)LOWUDWH��5G�� 1�$ SSP

&� �>5�

��:Z���:V�@��RU��>5G�

��:Z���:V�� ��9I ���9Z����9I @

6XOIDWH�&RQFHQWUDWLRQ�LQ�$LU�'U\�6RLO���&�� ��� SSP

7HVW�0HWKRGV� 2+'�/��

2ULJ��+'5�(QJLQHHULQJ��,QF���.DQVDV�&LW\��02�

$WWQ��0U��6FRWW�*RHKUL��3�(������FF�FRS\�

��FF�/DERUDWRU\

5HVSHFWIXOO\�6XEPLWW…