B01 Attachment J05 - GeotechlReport.pdf

GEOTECHNICAL ENGINEERING REPORT

ELEVATED WATER STORAGE TANK

DUSTIN, OKLAHOMA

Prepared for:

OKLAHOMA CITY AREA

INDIAN HEALTH SERVICES

701 Market Drive Oklahoma City, Oklahoma 73114

Prepared by:

• Geotechnical Services

• Environmental Services

• Material Testing Services

Springfield, MO 4168 W. Kearney Springfield, MO 65803

Call 417.864.6000 Fax 417.864.6004 www.ppimo.com

PPI PROJECT NUMBER: 266180

June 26, 2020

GEOTECHNICAL & MATERIALS ENGINEERS

MATERIALS TESTING LABORATORIES

ENVIRONMENTAL SERVICES

4168 W. Kearney Street.

Springfield, MO 65803

Ph: (417) 864-6000 www.ppimo.com

10,000 Hwy 160 Walnut Shade, MO 65771

Ph: (417) 561-8395

5616 S. 122nd East Ave., Ste. I Tulsa, OK 74146

Ph: (918) 872-9898

3500 East 13th Street Joplin, MO 64801

Ph: (417) 624-2005

June 26, 2020

Oklahoma City Area Indian Health Services 701 Market Drive Oklahoma City, Oklahoma 73114

Attn: Mr. Jeffrey Earnest Email: jeffrey.earnest@ihs.gov

RE: Geotechnical Engineering Report

New Elevated Water Storage Tank Dustin, Oklahoma

PPI Project Number: 266180

Dear Mr. Earnest:

Attached, please find the report summarizing the results of the geotechnical investigation conducted for the above referenced project. We appreciate this opportunity to be of service. If you have any questions, please don’t hesitate to contact this office.

PALMERTON & PARRISH, INC. PALMERTON & PARRISH, INC.

By: By:

Taylor L. Anderson, P. E. Brandon R. Parrish, P.E.

Geotechnical Engineer Vice-President

Submitted: One (1) Electronic .pdf Copy

TLA/BRP/SMR/jrh

6/26/2020 mailto:jeffrey.earnest@ihs.gov i

TABLE OF CONTENTS

EXECUTIVE SUMMARY ........................................................................................... 1 & 2

1.0 INTRODUCTION

2.0 PROJECT DESCRIPTION

3.0 SITE DESCRIPTION

4.0 SUBSURFACE INVESTIGATION

4.1 Subsurface Borings

4.2 Laboratory Testing

5.0 SITE GEOLOGY

6.0 GENERAL SITE & SUBSURFACE CONDITIONS

6.1 Soils

6.2 Bedrock

6.3 Auger Refusal

6.4 Groundwater

7.0 GEOTECHNICAL CONSIDERATIONS

8.0 EARTHWORK

8.1 Site Preparation

8.2 Topsoil

8.3 Soft Surficial Soils

8.4 Low Volume Change (LVC) Fill Material

8.5 Scarifying & Recompacting

8.6 Fill Material Types

8.7 Acceptable LVC Fill Material

8.8 Compaction Requirements

8.9 Exterior Backfill

8.10 Landscaping & Site Drainage

8.11 Earthwork Construction Considerations

8.12 Excavations

9.0 FOUNDATIONS

9.1 Foundation Alternate Settlement Summary

9.2 Shallow Foundations on LVC Fill Material

9.3 Shallow Foundations on Bedrock

9.4 Shallow Foundation Recommendations

9.4.1 Uplift Resistance

9.5 Drilled Piers to Bedrock

9.5.1 Construction Criteria

9.5.2 Groundwater/Casing Requirements

9.5.3 Concrete Placement & Mix Design

9.5.4 Bearing Capacity & Uplift

9.5.5 Lateral Loadings for Drilled Piers

10.0 SEISMIC CONSIDERATIONS

11.0 CONSTRUCTION OBSERVATION & TESTING

12.0 REPORT LIMITATIONS

ii

TABLE OF CONTENTS (CONTINUED)

FIGURE

FIGURE 1 – BORING LOCATION PLAN

APPENDICES

APPENDIX I – BORING LOGS & KEY TO SYMBOLS

APPENDIX II – GENERAL NOTES

APPENDIX III – ROCK CORE PHOTOGRAPHS

APPENDIX IV – IMPORTANT INFORMATION REGARDING YOUR

GEOTECHNICAL REPORT

EXECUTIVE SUMMARY

A Geotechnical Investigation was performed at the site planned for construction of the new Elevated Water Storage Tank located in Dustin, Oklahoma. The Water Storage

Tank is anticipated to consist of a new steel pedosphere elevated tank approximately 96

ft. in height and have a 50,000-gallon water storage capacity. Foundation loadings are anticipated to be moderate. Minimal depths of cut and/or fill are anticipated to achieve finish subgrade elevation across the project site.

A total of three (3) sample/core borings were drilled within the tank foundation footprint.

Bedrock was encountered within all borings at depths ranging from 8.9 to 9.3 ft. below the existing ground surface and consisted of limestone with underlying shale. All borings were discontinued in shale bedrock at depths ranging from 30.1 to 30.5 ft. below the existing ground surface. Based upon the information obtained from the borings and subsequent laboratory testing, the site is suitable for construction of the proposed new

Elevated Water Storage Tank. Important geotechnical considerations for the project are summarized below. However, users of the information contained in the report must review the entire report for specific details pertinent to geotechnical design considerations.

• Topsoil was noted at the subject site to depths of approximately 3-inches.

Topsoil should be removed from structure areas and is not suitable for reuse as controlled fill;

• Moisture sensitive lean clays were noted near the surface of the subgrade exploration. This material is generally stable in dry conditions but is sensitive to the addition of moisture and repeated traffic. Some over-excavation and replacement or stabilization may be required of these soils. However, it is anticipated that the tank foundation will extend below these lean clay soils;

EXECUTIVE SUMMARY (CONTINUED)

• Moderate plasticity, lean to fat clay and shaley lean clays (CL-CH and Shaley

CL) were noted at shallow depths across the subject site. These materials are considered to have medium swell potential based on the results of a swell test performed in the laboratory and should be removed and replaced to a depth of 2 ft. below foundations, if bearing in overburden soils. This is further discussed in Section 8.4 of this report;

• Shallow limestone and shale bedrock were encountered within all borings at depths ranging from 8.9 to 9.3 ft. below the existing ground surface. Underlying shale was encountered at depths ranging from 10.3 to 11.6 ft. below the existing ground surface and extended to boring completion. Information regarding bedrock is further discussed in Section 6.2;

• Depending upon the amount of tolerable settlement of the tank structure, the proposed structure may be supported upon shallow foundations bearing on controlled LVC fill material or bedrock, or deep foundations in the form of drilled piers bearing in bedrock. This is further discussed in Section 9.0 of this report;

• The project site classifies as a Site Class C in accordance with Section 1613 of the 2012 International Building Code (IBC); and

• Palmerton & Parrish, Inc. should be retained for construction observation and construction materials testing. Close monitoring of subgrade preparation work is considered critical to achieve adequate foundation and subgrade performance.

June 26, 2020 Page 3 PPI Project No. 266180

GEOTECHNICAL ENGINEERING REPORT

ELEVATED WATER STORAGE TANK

DUSTIN, OKLAHOMA

1.0 INTRODUCTION

This is the report of the Geotechnical Investigation performed at the site planned for construction of the New Elevated Water Storage Tank located in Dustin, Oklahoma.

This investigation was authorized by a letter proposal dated May 18, 2020, and subsequent Purchase Order No. 75H71120P00454 issued May 27, 2020. The approximate site location is shown in the aerial photograph below for reference.

Geotechnical Engineering Report Indian Health Services – New Elevated Water Storage Tank – Dustin, Oklahoma

June 26, 2020 Page 4

The purpose of the Geotechnical Investigation was to provide information for foundation design and construction planning, and to aid in site development. Palmerton & Parrish

Inc.’s (PPI) scope of services included field and laboratory investigation of the subsurface conditions in the vicinity of the proposed project site, engineering analysis of the collected data, development of recommendations for foundation design and construction planning, and preparation of this engineering report.

2.0 PROJECT DESCRIPTION

Item Description

Site Layout See Figure 1: Boring Location Plan

New Elevated Water Storage Tank

• Steel Pedosphere;

• 96 ft. in height; and

• 50,000-gallon water storage capacity.

Foundation Loadings Moderate.

Grading Minimal depths of cut and/or fill are anticipated to achieve finish subgrade elevation across the project site.

3.0 SITE DESCRIPTION

Item Description

Physical Location Dustin, Oklahoma.

Township/Range/Section 9N/12E/10

Latitude/Longitude

(± Center of Project Site) 35.274470°N / -96.030228°W

Available Historic Aerial Photography

Based upon readily available historic aerial photography, the project site has been undeveloped since prior to 1995. An existing elevated water storage tank is located east of the proposed New Elevated Water Storage Tank.

Current Ground Cover Grass covered open field.

Existing Topography Relatively flat-lying.

Drainage Characteristics Poor.

4.0 SUBSURFACE INVESTIGATION

Subsurface conditions were investigated through completion of three (3) subsurface borings and subsequent laboratory testing.

June 26, 2020 Page 5

4.1 Subsurface Borings

Boring locations were selected and staked in the field by PPI using a site plan provided by the Client. Approximate boring locations are shown on Figure 1: Boring

Location Plan. The Oklahoma One-Call System was notified prior to the investigation to assist in locating buried public utilities.

Limestone bedrock was encountered within all borings at depths ranging from 8.9 to

9.3 ft. below the existing ground surface, with underlying shale bedrock encountered at depths ranging from 10.3 to 11.6 ft. below the existing ground surface. All borings were discontinued in shale bedrock at depths ranging from 30.1 to 30.5 ft. below the existing ground surface. Logs of the borings showing descriptions of soil and rock units encountered, as well as results of field and laboratory tests and a “Key to

Symbols” are presented in Appendix I.

Borings were drilled June 9 through 10, 2020 using 4.5-inch O.D. continuous flight augers powered by a Dietrich D-50 track-mounted drill-rig. Soil samples were collected at 2.5 to 5-ft. centers during drilling. Soil sample types included split spoon samples collected while performing the Standard Penetration Test (SPT) in general accordance with ASTM D1586 and thin-walled Shelby tubes pushed hydraulically in advance of drilling in accordance with ASTM D1587. After auger refusal upon bedrock within all borings, rock coring procedures were implemented using a 2-inch

I.D. diamond-impregnated core bit. Please refer to Appendix II for general notes regarding boring logs and additional soil sampling information.

4.2 Laboratory Testing

Collected samples were sealed and transported to the laboratory for further evaluation and visual examination. Laboratory soil testing included the following:

• Moisture Content (ASTM D2216);

• Unconfined Compressive Strength (ASTM D2166);

• Atterberg Limits (ASTM D4318);

June 26, 2020 Page 6

• Swell Testing (ASTM D4546); and

• Pocket Penetrometers.

Laboratory test results are shown on each boring log in Appendix I and are summarized in the following table.

Boring Depth

(ft.)

Liquid Limit

(LL)

Plastic Limit

(PL)

Plasticity Index

(PI)

Moisture

Content

USCS

Symbol

Cohesion

(psf)

Dry

Unit

Wt.

(pcf)

Percent

Swell

Swell

Pressure

(tsf)

1 3.5 to 5.3 45 16 29 18.0 CL-CH - 110.7 1.9 1.0

2 0 to 2 27 16 11 21.1 CL - - - -

2 3 to 5 - - - 22.4 CL-CH 1260 105.5 - -

2 6 to 7.5 24 19 5 14.7 Shaley

CL1 - - - -

3 8.5 40 14 26 18.4 Shaley

CL

1. While the Atterberg Limits classified the sample as CL-ML, upon visual examination, the sample was found to be shaley.

5.0 SITE GEOLOGY

The general site is underlain at depth by Pleistocene age Terrace Deposits. These deposits consist primarily of fine gravel, sand, silt and clay. Underlaying the Terrace

Deposits are Pennsylvanian age deposits of the Senora Formation. This Formation consists primarily of shale with thin sandstone and limestone layers. Overburden soils at the site area are typically residual having developed through chemical and physical weathering of the underlying parent bedrock. The boundary between overburden soils and relatively unweathered limestone is usually abrupt, while the boundary between overburden soils and shale or sandstone is generally a more gradual transition.

6.0 GENERAL SITE & SUBSURFACE CONDITIONS

Based upon subsurface conditions encountered within the borings drilled at the project site, generalized subsurface conditions are summarized in the table below. Soil stratification lines on the boring logs indicate approximate boundary lines between different types of soil and rock units based upon observations made during drilling. In-situ transitions between soil and some rock types are typically gradual.

June 26, 2020 Page 7

6.1 Soils

Generalized soil conditions are summarized in the table below.

Description Borings Approx. Depth to

Bottom of Stratum

Material Encountered

Moisture Consistency/

Density

Stratum 1 All 0.3 ft. Topsoil Moist Soft

Stratum 2 All 1.5 to 2.5 ft. Lean Clay Moist Medium Stiff to

Stiff

Stratum 3 All 5.3 to 5.8 ft. Lean to Fat Clay Moist Stiff to Very Stiff

Stratum 4 All Top of Bedrock Shaley Lean Clay Slightly Moist

Very Stiff

6.2 Bedrock

Auger refusal upon limestone bedrock was encountered within all borings at depths ranging from 8.3 to 9.3 ft. below the existing ground surface. Following auger refusal, rock coring was accomplished to depths ranging from 30.1 to 30.5 ft. below the existing ground surface. Underlying the limestone, shale was encountered at depths ranging from 10.3 to 11.6 ft. below the existing ground surface and extended to boring completion. The limestone was primarily logged as fine grained, white tan, medium hard, weathered and thickly bedded. The shale was logged as greenish gray to gray, extremely soft to very soft and highly weathered to slightly weathered.

Percent recovery and RQD values obtained during rock coring ranged from 33 to

100 (primarily 97 to 100 percent) and 8 to 100 percent (primarily 8 to 75 within the upper 10 ft. and 57 to 94 below the upper 10 ft.), respectively, indicating very poor to good rock quality. Please refer to the table below for bedrock information.

Photographs of rock core are presented in Appendix III.

June 26, 2020 Page 8

Boring Depth to

Bedrock (ft.)

REC

RQD

1 8.9 100-87-100-100-100

95-8-57-57-89

2 8.3 100-32-70-100-100

100-8-14-94-80

3 9.3 100-92-100-100-100

85-75-68-73-88

• It should be noted that due to lower recovery rates encountered within Boring 2, an SPT sample was obtained below Run 2 and Run 3 with an N-Value of 72 and >100 blows per foot.

6.3 Auger Refusal

Auger refusal is defined as the depth below the ground surface at which a boring can no longer be advanced with the soil drilling technique being used. Auger refusal is subjective and is based upon the type of drilling equipment and types of augers being used, as well as the effort exerted by the driller. Several different auger refusal conditions are possible in the general site area. These conditions are represented graphically in the adjacent figure:

(A) on the upper surface of continuous bedrock, (B) on rock “pinnacles”, (C) in widened joints that may extend well below the surrounding bedrock surface, (D) slabs of unweathered rock suspended in the residual soil matrix, or “floaters”, or (E) on the upper surface of discontinuous bedrock.

Due to the possibility that some or all of these features exist at this project site, estimating the exact quantity of rock excavation is difficult. Linear interpolation of

June 26, 2020 Page 9 apparent bedrock elevations based upon the boring data is often used, but can misrepresent actual rock removal quantities where such anomalies exist.

6.4 Groundwater

Shallow groundwater was not observed within the borings above limestone on the date drilled. Due to the addition of coring water during drilling, the detection of groundwater below limestone/shale could not be determined. Development of shallow perched groundwater is considered possible during wetter periods is considered possible especially at the overburden/bedrock interface. Groundwater levels should be expected to fluctuate with changes in site grading, precipitation, and regional groundwater levels. Groundwater may be encountered at shallower depths during wetter periods.

7.0 GEOTECHNICAL CONSIDERATIONS

Based on the subsurface exploration, laboratory testing, and general site observations, PPI has noted the following geotechnical considerations influencing site design, development, and construction. These considerations have been listed in the table below with the report sections that they can be found in and the phases of construction that they affect:

Geotechnical Consideration Report Sections Construction Phases

Topsoil Section 8.2 Earthwork

Soft Surficial Soils Section 8.3 Earthwork

Low Volume Change (LVC) Fill Material

Sections 8.4 & 9.0 Earthwork & Foundations

8.0 EARTHWORK

It is anticipated that minimal depths of cut and/or fill will be required to provide finish subgrade elevations across the site.

8.1 Site Preparation

The initial phase of site preparation should include the following:

• Stripping and removal of all topsoil and vegetation as described in Section 8.2;

June 26, 2020 Page 10

• Areas of lean clay may be sensitive to moisture and require over-excavation and replacement or stabilization if exposed to rain, excessive moisture, or repeated traffic as described in Section 8.3;

• Lean to fat clay and shaley lean clay with medium swell potential was noted at shallow depths across the subject site and should be removed and replaced where present within 2 ft. of shallow foundations bearing in overburden soils as described in Section 8.4; and

• All areas scheduled to receive new fill should be proof-rolled as described below.

Fill should not be placed on a frozen subgrade.

Proof-rolling consists essentially of rolling the ground surface with a loaded tandem axle dump truck or similar heavy rubber-tired construction equipment and noting any areas which rut or deflect during rolling. All soft subgrade areas identified during proof-rolling should be undercut and replaced with compacted fill as outlined below.

Proof-rolling, undercutting and replacement should be monitored by a qualified representative of the Geotechnical Engineer. The depth and areal extent of undercutting, if any, should be minimal but will be largely dependent upon the time of year and related soil moisture conditions. If construction is initiated during wetter spring or winter months, the requirement for undercutting soft surficial soils below normal topsoil stripping should be anticipated and reflected in contract documents. As previously mentioned, lean clays at the project site are moisture sensitive and may pose difficulties regarding subgrade stability and proper compaction.

8.2 Topsoil

Topsoil was noted in the subsurface exploration to depths of 3-inches below the ground surface. Due to the influence of vegetation, this material should be stripped from construction areas and stockpiled for use in non-structural areas or removed from the site. Root matter should be anticipated to extend at least 1 ft in some areas across this site. It should be noted that the use of the term topsoil within this report is for site construction and does not imply that the material is suitable for sale as

June 26, 2020 Page 11 topsoil. Due to the increased plasticity of some of the topsoil, some of this material may not be suitable for re-use as a surficial landscaping material.

8.3 Soft Surficial Soils

Areas of lean clay were noted near the surface in all borings. Generally, these materials may be stable during dry weather; however, these materials are anticipated to be sensitive to the addition of moisture. During wet seasons or rain events or when exposed to repeated traffic, the near-surface lean clay soils may become unstable and require over-excavation and replacement or stabilization.

However, it is anticipated that foundations for the elevated water storage tank will bear below existing lean clay soils.

If this condition does develop and unstable conditions persist, options for remediation include:

• Scarify and recompact;

• Removal and replacement with controlled select fill;

• Stabilization using large size (4-8-inch top size) stone; and

• Chemical stabilization.

The amount of over-excavation will be dependent upon conditions encountered during construction.

8.4 Low Volume Change (LVC) Fill Material

Based on laboratory testing of samples from the project site, soils with medium swell potential were noted at shallow depths. These materials can excessively swell and sometimes shrink with the addition or evaporation of moisture. The excessive swelling or shrinking can cause cracks in foundations to form. The material prone to shrink/swell at the project site includes materials noted as lean to fat or shaley lean clay (CL-CH or shaley CL). Where these materials are present within 2 ft. below the bottom of foundations bearing on overburden soils, a minimum of 2 ft. of Low

Volume Change (LVC) material should be established beneath foundations and

June 26, 2020 Page 12 slabs-on-grade. The LVC material should also extend a minimum of 12 inches beyond the footing width and be sloped up at a 1H:2V angle as shown in the below image. Material suitable as LVC material is described in Sections 8.6 and 8.7 and includes treated soils as described in Section 8.7. Existing in-situ LVC soils classifying as lean clay (CL) were encountered within all borings and extended to depths ranging from 1.5 to 2.5 ft. below the existing ground surface, however, it is anticipated that foundations will bear below the existing in-situ lean clay. Lean clays excavated during foundation excavations should not be re-used as LVC fill below foundations, if required.

8.5 Scarifying & Recompacting

Subgrade areas approved after proof-rolling should be scarified to a depth of at least

8-inches and soil moisture adjusted and compacted to comply with project specifications.

June 26, 2020 Page 13

8.6 Fill Material Types

Fill Type1 USCS Classification Acceptable Location for Placement

Low Volume Change (LVC)

Engineered Fill2

Non-shaley CL4, GC, or SC

(LL < 40%)

All locations and elevations

On-Site Natural Soils CL See Note 4

CL-CH or Shaley CL See Note 3

Potential Borrow Material CL4, SC, or GC All locations and elevations

CL-CH, or CH See Note 3

1. Controlled, compacted fill should consist of approved materials that are free of organic matter and debris and contain maximum rock size of 4 to 6-inches. Frozen material should not be used and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to its use.

2. Non-shaley, low plasticity cohesive soil or granular soil having at least 15% low plasticity fines.

3. CL-CH, CH or Shaley CL clays with a Liquid Limit equal to or above 40% are considered suitable for use as controlled fill, only if the percentage of rock fragments exceeds 35% or if placed 2 feet below shallow foundations.

4. Caution should be exercised when utilizing on-site lean clays as fill material. These soils are moisture sensitive and may not provide a stable subgrade even when properly compacted when soil moisture is above optimum. This material should not be placed below shallow foundations, if utilized.

8.7 Acceptable LVC Fill Material

LVC material is recommended below footings if shallow foundations bearing in soil are selected. Potential sources of LVC material are as follows:

• In-situ lean clays soils removed during excavation of foundations may be utilized as LVC fill material in accordance with Section 8.6;

• Import from an off-site borrow area;

• Aggregate baserock, if containing at least 15% low plasticity fines, i.e. percent passing No. 200 Sieve; and

• Chemical stabilization is another alternate to utilize the on-site medium swell potential CL-CH or shaley CL clays generated from undercutting procedures.

It is recommended that chemically stabilized clays be placed in 6 to 9-inch lifts and compacted to specified densities. Use of approximately 6 percent hydrated lime or 15 percent Type C Flyash, by weight, should be anticipated.

With CL-CH and CH clays chemically stabilized, it is considered applicable to place this material at all locations and elevations within the proposed building

June 26, 2020 Page 14 footprint or pavement/sidewalk areas. In addition, in the event the lean clay subgrade soils degrade due to increased moisture or construction traffic, chemical stabilization may be utilized to stabilize the on-site lean clays (CL) generated from the undercutting procedures.

8.8 Compaction Requirements

Item Description

Subgrade Scarification Depth At least 8 inches

Fill Lift Thickness 8-inch (loose)

Compaction Requirements1 95% Standard Proctor Density (ASTM D-698)

Moisture Content

• ± 2% optimum moisture for CL, SC, or GC soil types; or

• 0 to 4% above optimum for CL-CH or CH soil types.

Recommended Testing Frequency

• One (1) Field Density (compaction) test for each 2,500

sq. ft. of fill within structure areas; and

• A minimum of three (3) tests per lift.

1. We recommend that engineered fill (including scarified compacted subgrade) be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

8.9 Exterior Backfill

Earth fill to be placed above footings/mat to provide finish grade elevations around the tank foundation should consist of inorganic LVC fill. Large size rock greater than

6 inches inhibits fill compaction and should be generally excluded from controlled fill areas. Fill should be placed in no greater than 8-inch loose lifts and compacted to at least 95 percent of maximum density as determined by Standard Proctor Procedures

(ASTM D698) provided no future structures are planned. Soil moisture adjustment may be required to achieve specified compacted density. Adequate field density and moisture content tests should be performed to ensure compliance with project specifications. It is believed that soils removed from the undercut below topsoil should generally be suitable for reuse as exterior backfill provided soil moisture is near optimum and is in accordance with Section 8.4. Topsoil is not considered adequate for structural fill and should be placed in landscape areas only.

June 26, 2020 Page 15

8.10 Landscaping & Site Drainage

Discharge from roof downspouts should be collected and diverted well away from the building perimeter and incorporated into the design plans. Rapid, efficient runoff away from the building should also be provided. In addition, landscaping requiring frequent watering should be prohibited adjacent to building foundations.

In addition, provisions should be implemented to reduce the potential for large fluctuations in moisture within the subgrade soils adjacent to the structure. Ponding of surface water immediately adjacent to the structures can significantly increase subgrade moisture and may result in undesirable subgrade movement. As previously mentioned, careful consideration should be given to the landscaping and drainage elements to be installed at the project site adjacent to foundation areas.

Trees and some large bushes can draw significant moisture from the subgrade soils, resulting in shrinkage and subsequent foundation movement.

8.11 Earthwork Construction Considerations

Once grading and filling operations have been completed, the moisture within the subgrade should be maintained and soils not be allowed to dry and desiccate prior to construction of foundations. Grading of the site should be performed in such a manner so that ponding of surface water on prepared subgrade or in excavations is avoided. During construction, if the prepared subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be scarified or removed, moisture conditioned and recompacted prior to structure construction.

8.12 Excavations

Based upon the subsurface conditions encountered during this investigation, the on-site soils typically classify as Type B in accordance with OSHA regulations.

Temporary excavations in soils classifying as Type B with a total height of less than

20 feet should be cut no steeper than 1H:1V in accordance with OSHA guidelines.

Confirmation of soil classification during construction, as well as construction safety

(including shoring, if required), is the responsibility of the contractor.

June 26, 2020 Page 16

9.0 FOUNDATIONS

Shallow and deep foundation recommendations are provided in the following sections.

The foundation alternate chosen will be dependent upon the tolerable settlement allowed by the tank designer. A summary of anticipated settlements and foundation recommendations for shallow and deep foundations are presented in the following sections.

9.1 Foundation Alternate Settlement Summary

Based upon the shallow depth to bedrock, stiff to very stiff overlying soils, and anticipated moderate foundation loadings, settlement of the elevated water storage tank is anticipated to be minimal. A summary of the estimated settlements for each foundation alternate presented in the following sections are presented in the table below. Minimal, if any, total settlement and differential settlement is anticipated for a tank founded upon bedrock in the form of a shallow mat or drilled piers. Depending upon the amount of tolerable settlement, shallow or deep foundations may be utilized.

Criteria

Option 9.2

Shallow Foundation

(Controlled LVC Fill)

Option 9.3

Shallow Foundation

(Bedrock)

Option 9.5

Drilled Piers to Bedrock

Shallow Foundation Total Settlement

1.0” or less Negligible -

Deep Foundation Total Settlement

- - Negligible

Differential Settlement

0.5” or less Negligible Negligible

Based upon the amount of foundation settlement tolerable by the proposed structure, foundation recommendations are provided in the following sections.

9.2 Shallow Foundations on LVC Fill Material

Based upon subsurface conditions encountered within all borings, and if anticipated settlements can be tolerated, installation of a shallow mat or ring wall type footings

June 26, 2020 Page 17 founded upon medium stiff to stiff LVC fill material in accordance with Section 8.4 should provide satisfactory support for foundation loads anticipated. The footing/mat should be founded at least 4 ft. below existing grade. In addition, the footing/mat should be founded at least 2.5 ft. below finish grade in order to limit the effects of frost penetration and seasonal variation in soil moisture. Recommendations regarding shallow foundation recommendations are presented in Section 9.4.

9.3 Shallow Foundations on Bedrock

If the estimated settlements (total and differential) as presented in Section 9.1 cannot be tolerated or removal and replacement with LVC fill material is not desired, an alternate that may be considered in lieu of shallow foundations on natural soil is deepening the shallow mat or ring wall footing to bear upon limestone bedrock.

Bearing upon limestone bedrock, total and differential settlements are anticipated to be negligible. Recommendations regarding shallow foundation recommendations are presented in Section 9.4.

June 26, 2020 Page 18

9.4 Shallow Foundation Recommendations

Description Mat/Ring (Spread Footing)

Net allowable bearing pressure1

(Controlled LVC Fill) 3,000 psf

Transient (wind) loading ONLY – Allowable Bearing Pressure2 (Controlled LVC Fill)

3,750 psf

Net allowable bearing pressure1

(Competent Limestone Bedrock) 9,000 psf

Minimum dimensions 2.5 ft. 1.5 ft.

Recommended bearing depth3 4 ft. (controlled LVC fill)

Depth to Bedrock (limestone bedrock)

Minimum embedment below finished grade for frost protection and variation in soil moisture (footings on soil)4

2 ft.

Minimum footing bearing depth below compacted fill surface

1 ft.

Allowable passive pressure5 600 psf (controlled LVC fill)

1000 psf (competent limestone bedrock)

Coefficient of sliding friction6

0.4 (controlled LVC fill)

0.7 (competent limestone bedrock)

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. The recommended pressure considers all unsuitable and/or soft or loose soils, if encountered, are undercut and replaced with tested and approved new engineered fill. Footing excavations should be free of loose and disturbed material, debris, and water when concrete is placed.

2. The allowable bearing capacity may be increased to this value only for transient or wind loading.

3. Footings are recommended to be installed upon controlled LVC fill in accordance with Section 8.4. In addition, footings may be installed upon limestone bedrock, but are recommended to be installed upon one bearing strata type only (controlled LVC fill or limestone bedrock).

4. For perimeter footings and footings beneath unheated areas.

5. Allowable passive pressure value considers a Factor of Safety of about 2. Passive pressure value applies to undisturbed native clay or properly compacted fill. If formed footings are constructed, the space between the formed side of a footing and excavation sidewall should be cleaned of all loose material, debris, and water and backfilled with tested and approved fill compacted to at least 95% of the material’s Standard Proctor dry density. Passive resistance should be neglected for the upper 2.5 ft. of the soil below the final adjacent grade due to strength loss from freeze/thaw and shrink/swell.

6. Coefficient of friction value is an ultimate value and does not contain a Factor of Safety.

9.4.1 Uplift Resistance

Resistance of shallow spread footings to uplift (Up) may be based upon the dead weight of the concrete footing structure (WC) and the weight of soil backfill contained in an inverted cone or pyramid directly above the footings (WS).

June 26, 2020 Page 19

The weight of the concrete footing structure (WC) may be computed using a concrete unit weight of 150 pounds per cubic foot (pcf).

The weight of the soil resistance (WS) may be computed using a moist soil unit weight of 100 pcf, for on-site soils compacted to at least 95% of maximum dry density as determined by the Standard Proctor compaction test (ASTM D698).

The base of the cone or pyramid should be the top of the footing and the pyramid or cone sides should form an angle of 30 degrees with the vertical.

Allowable uplift capacity should be computed as the lesser of the two equations listed below:

UP = (WS/2.0) + (WC/1.25); or

UP = (WS + WC)/1.5

9.5 Drilled Piers to Bedrock

In view of the moderate loads transmitted by the elevated water storage tank and if limited settlement cannot be tolerated by the foundations, piping, and connections, it is recommended that the water storage tank be supported upon deep foundations bearing in bedrock.

9.5.1 Construction Criteria

Drilled pier shafts should be plumb (no more than 2 percent of the shaft length out of plumb), and drilled piers should have a flat bottom. Essentially all groundwater should be removed from the drilled pier shafts prior to concrete placement. If desired, drilled shafts may be underreamed for additional uplift capacity for shale bearing shafts only. However, the underream-to-drilled shaft diameter should not exceed 2.0 to limit stability problems in underreams.

Drilled shafts should be observed by a qualified representative of PPI to document the presence of a relatively flat pier bottom, plumb shaft, and competent bearing strata in accordance with the recommendation of this report.

June 26, 2020 Page 20

9.5.2 Groundwater/Casing Requirements

Groundwater was not encountered within the borings on the date drilled.

However, groundwater may be encountered at shallower depths during construction. Accordingly, casing may be required for sidewall stability due to the possibility of groundwater. It is recommended that the Drilled Pier Contractor have casing on-site and/or readily available in the event it is required during construction.

If required, casing should be extracted slowly during concrete placement, so that at least a 5-foot head of concrete is always present above the bottom of the casing. In some cases, more than 5 feet of head may be required.

9.5.3 Concrete Placement & Mix Design

The method of concrete placement and vibration should be selected by the

Structural Engineer. Required strength and mix design characteristics should also be specified by the Structural Engineer or other members of the Design

Team.

9.5.4 Bearing Capacity & Uplift

The Design Parameters summarized in the table below may be utilized for

Bearing and Uplift Capacity Design for Drilled Shafts constructed as outlined in this Report. Allowable end bearing pressures and side friction values are summarized in the following tables. It should be noted that drilled piers are recommended to penetrate competent shale a minimum of 6 ft. and is reflected in the tables below.

June 26, 2020 Page 21

Boring 1

Stratum

Applicable Depth

Allowable End Bearing Pressure (ksf)1

Allowable Side Friction (ksf)2

Disturbance Zone Ground Surface to 1 shaft diameter or 2.5 feet, (whichever is shallower)

Ignore Ignore

Lean to Fat Clay 1 shaft diameter or 2.5 feet (whichever is shallower) to

5.3 ft.

Ignore 0.3

Shaley Lean Clay 5.3 to 8.9 ft. Ignore 0.3

Limestone 8.9 to 11.1 ft. Ignore 1.5

Shale 11.1 to 17.1 ft. Ignore 1.0

Shale 17.1 to 30.3 ft. 15.0 1.0

1. End bearing pressure values assume a minimum Factor of Safety of 3.0. If soft and or wet soils/shale are encountered in plan bottom of shaft during drilling, the shaft should be deepened until an acceptable bearing stratum is encountered.

2. Side friction values assume a minimum Factor of Safety of 2.0.

Boring 2

Allowable Side Friction (ksf)2

Disturbance Zone Ground Surface to 1 shaft diameter or 2.5 feet, (whichever is shallower)

Ignore Ignore

Lean to Fat Clay 1 shaft diameter or 2.5 feet (whichever is shallower) to

5.5 ft.

Ignore 0.3

Shaley Lean Clay 5.5 to 8.3 ft. Ignore 0.3

Limestone 8.3 to 10.3 ft. Ignore 1.5

Shale 10.3 to 16.3 ft. Ignore 1.0

Shale 16.3 to 30.1 ft. 15.0 1.0

1. End bearing pressure values assume a minimum Factor of Safety of 3.0. If soft and or wet soils/shale are encountered in plan bottom of shaft during drilling, the shaft should be deepened until an acceptable bearing

June 26, 2020 Page 22

Boring 3

Allowable Side Friction (ksf)2

Disturbance Zone Ground Surface to 1 shaft diameter or 2.5 feet, (whichever is shallower)

Ignore Ignore

Lean to Fat Clay 1 shaft diameter or 2.5 feet (whichever is shallower) to

5.8 ft.

Ignore 0.3

Shaley Lean Clay 5.8 to 9.3 ft. Ignore 0.3

Limestone 9.3 to 11.6 ft. Ignore 1.5

Shale 11.6 to 17.6 ft. Ignore 1.0

Shale 17.6 to 30.5 ft. 15.0 1.0

1. End bearing pressure values assume a minimum Factor of Safety of 3.0. If soft and or wet soils are encountered in plan bottom of shaft during drilling, the shaft should be deepened until an acceptable bearing

9.5.5 Lateral Loadings for Drilled Piers

It is anticipated that resistance of a drilled pier foundation to lateral loading and the associated lateral deflection will be evaluated using finite difference computer models based on the horizontal modulus of subgrade reaction (Kh). The following values may be used in the analysis for this site. Please note the following table states to “ignore” lateral support for the depth from 0 to 1 pier diameter of 2.5 ft., whichever is shallower. This notation is intended to account for the fact that near-surface soils are significantly disturbed during drilled shaft excavation, greatly reducing the lateral support provided. Designers should use their judgment and make an appropriate reduction of soil strength parameters in this zone.

June 26, 2020 Page 23

Boring 1

Stratum Applicable Depth

(ft.)

Soil Unit Weight, m (pcf)

Friction Angle, (deg.)

Cohesion, c (ksf)

Static Loading

Kh (pci)

Cyclic Loading

Kh (pci) e50

Disturbance Zone

Ground Surface to 1 Shaft Diameter, or

2.5 ft. (whichever is shallower)

Ignore Ignore Ignore Ignore Ignore Ignore

Lean to Fat Clay

1 Shaft Diameter or

2.5 ft. (whichever is shallower) to 5.3 ft.

125 0 1.5 500 200 0.7

Shaley Lean Clay

5.3 to 8.9 ft. 125 0 1.5 500 200 0.7

Limestone 8.9 to 11.1 ft. 155 0 6.0 3000 900 0.03

Shale 11.1 to 16.1 ft. 140 0 4.0 2000 800 0.4

Shale 16.1 to 30.3 ft. 140 0 4.0 2000 800 0.4

Boring 2

Applicable Depth

(ft.)

Soil Unit Weight, m (pcf)

Friction Angle, (deg.)

Cohesion, c (ksf)

Static Loading

Kh (pci)

Cyclic Loading

Kh (pci) e50

Disturbance Zone

Ground Surface to 1 Shaft Diameter, or

2.5 ft. (whichever is shallower)

Ignore Ignore Ignore Ignore Ignore Ignore

Lean to Fat Clay

1 Shaft Diameter or

2.5 ft. (whichever is shallower) to 5.5 ft.

125 0 1.5 500 200 0.7

Shaley Lean Clay

5.5 to 8.3 ft. 125 0 1.5 500 200 0.7

Limestone 8.3 to 10.3 ft. 155 0 6.0 3000 900 0.03

Shale 10.3 to 21 ft. 140 0 4.0 2000 800 0.4

Shale 21 to 30.1 ft. 140 0 4.0 2000 800 0.4

June 26, 2020 Page 24

Boring 3

Stratum Applicable Depth

(ft.)

Soil Unit Weight, m (pcf)

Friction Angle, (deg.)

Cohesion, c (ksf)

Static Loading

Kh (pci)

Cyclic Loading

Kh (pci) e50

Disturbance Zone

Ground Surface to 1 Shaft Diameter, or

2.5 ft. (whichever is shallower)

Ignore Ignore Ignore Ignore Ignore Ignore

Lean to Fat Clay

1 Shaft Diameter or

2.5 ft. (whichever is shallower) to 5.8 ft.

125 0 1.5 500 200 0.7

Shaley Lean Clay

5.8 to 9.3 ft. 125 0 1.5 500 200 0.7

Limestone 9.3 to 11.6 ft. 155 0 6.0 3000 900 0.03

Shale 11.6 to 30.5 ft. 140 0 4.0 2000 800 0.4

The above values were measured in the laboratory or based upon published correlations with soil strength and classification tests.

10.0 SEISMIC CONSIDERATIONS

Code Used Site Classification

2012 International Building Code (IBC)1 C

1. In general accordance with the 2012 International Building Code, Section 1613

11.0 CONSTRUCTION OBSERVATION & TESTING

The construction process is an integral design component with respect to the geotechnical aspects of a project. Since geotechnical engineering is influenced by variable depositional and weathering processes and because we sample only a small portion of the soils affecting the performance of the proposed structures, unanticipated or changed conditions can be disclosed during grading. Proper geotechnical observation and testing during construction is imperative to allow the Geotechnical

Engineer the opportunity to evaluate assumptions made during the design process.

Therefore, we recommend that PPI be kept apprised of design modifications and construction schedule of the proposed project to observe compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing this study. We recommend that during construction all earthwork be

June 26, 2020 Page 25 monitored by a representative of PPI, including site preparation, placement of all engineered fill and trench backfill, and all foundation excavations as outlined below.

• An experienced Geotechnical Engineer or Engineering Technician of PPI should observe the subgrade throughout the proposed project site immediately following stripping to evaluate the native clay, identify areas requiring additional undercutting, and evaluate the suitability of the exposed surface for fill placement;

• An experienced Engineering Technician of PPI should monitor and test all fill placed within the tank footprint area to determine whether the type of material, moisture content, and degree of compaction are within recommended limits;

• An experienced Technician or Engineer of PPI should observe and test all footing or drilled pier excavations. Where unsuitable bearing conditions are observed, remedial procedures can be established in the field to avoid construction delays;

and

• The condition of the subgrade should be evaluated immediately prior to construction of the structure to determine whether the moisture content and relative density of the subgrade soils are as recommended.

12.0 REPORT LIMITATIONS

This report has been prepared in accordance with generally accepted practices of other consultants undertaking similar studies at the same time and in the same geographical area. Palmerton & Parrish, Inc. observed that degree of care and skill generally exercised by other consultants under similar circumstances and conditions. Palmerton &

Parrish’s findings and conclusions must be considered not as scientific certainties, but as opinions based on our professional judgment concerning the significance of the data gathered during the course of this investigation. Other than this, no warranty is implied or intended.

FIGURE

FIGURE 1

SCALE

1" = 50'

DATE: June 22, 2020 Project Number: 266180

Boring Location Plan

Project: Elevated Water Storage Tank - Dustin, Oklahoma

Client: Indian Health Services

PALMERTON & PARRISH, INC.

GEOTECHNICAL AND MATERIALS ENGINEERS/

MATERIALS TESTING LABORATORIES / ENVIRONMENTAL SERVICES

LEGEND

Boring Location

S:

M A

ST

ER

P R

O

JE

C T

FI

LE

\2

0\ O

K \I\

In di an H ea lth

S er vi ce

-2

0-

El ev at ed

W at er S to ra ge D us tin

-S ub

\F ig ur es

\F ig ur es

.d w g

APPENDIX I

BORING LOGS & KEY TO SYMBOLS

4.5

4.5

ST

ST

SPT

SPT

NQ

NQ

NQ

NQ

NQ

0.3 ft

1.5 ft

5.3 ft

8.9 ft

11.1 ft

16.1 ft

25.2 ft

30.3 ft

C F

A

.5

O

.D

C O

R E

B A

R R

E L

2"

I.

D

28-19-14 (33)

79/5"

(95)

(8)

(57)

(57)

(89)

SURFACE ELEVATIONDATE STARTED 6/10/20 COMPLETED 6/10/20

DRILL RIG Dietrich D-50

HAMMER TYPE Auto

LOGGED BY SP CHECKED BY TA

DRILLER EP

AT END OF DRILLING

NOTES

GROUND WATER LEVELS

AT TIME OF DRILLING None

BENCHMARK EL.

D R

IL

LI

N G

M E

T H

O D

D E

P T

H (f t)

E

LE

V A

T

IO

N (f t)

S T

R A

T A

S Y

M B

O L

DRY UNIT WT (pcf) 20 40 60 80 100

N VALUE

20 40 60 80

SHEAR STRENGTH (ksf) 1 2 3 4

20 40 60 80

PL LLMC

P O

C K

E T

P E

N

(t sf

S A

M P

LE

T

Y P

E N

U M

B E

R

C O

R R

E C

T E

D B

LO

W

C O

U N

T S

(N V

A

LU

E

R E

C O

V E

R Y

(R

Q D

GEOTECHNICAL

BORING LOG

BORING NUMBER

PROJECT LOCATION Dustin, Oklahoma

PROJECT NAME Elevated Water StorageCLIENT Indian Health Services

PROJECT NO. 266180

B O

R

IN

G L

O G

P

P I -

P P

I S T

D T

E M

P

LA

T E

.G D

T

/2

/2

6:

S

M

A S

T E

R P

R O

JE

C

T F

IL

E

\2

0\ O

K \I\

IN

D

IA

N

H E

A

LT

H S

E R

V

IC

E -2

0- E

LE

V

A T

E D

W A

T E

R S

T O

R A

G E

D U

S T

IN

-S

U B

\B O

R

IN

G L

O G

S

\IN

D

IA

N H

E A

LT

H

S E

R V

IC

E

E

LE

V A

T E

D W

A T

E R

S T

O R

A G

E

B O

R

IN

G L

O G

S .G

P J

4168 W. Kearney St.

Springfield, Missouri 65803 Telephone: (417) 864-6000 Fax: (417) 864-6004

TOPSOIL, Grass Covered (3")

LEAN CLAY, Brown, Medium Stiff to Stiff, Moist (CL)

LEAN TO FAT CLAY, Light Brown & Tan, Very Stiff, Moist (CL-CH)

- Percent Swell = 1.9% Swell Pressure = 1.0 TSF

SHALEY LEAN CLAY, Light Brown & Tan, Very Stiff, Moist (CL)

LIMESTONE, Fine Grained, White Tan, Medium Hard, Weathered, Thickly Bedded

- Highly Weathered Joint From 10.7' to 10.8'

SHALE, Greenish Gray, Extremely Soft, Highly Weathered

- Wash Away From 11.1' to 11.8'

SHALE, Greenish Gray, Very Soft, Weathered

SHALE, Gray, Very Soft, Weathered to Slightly Weathered

Bottom of borehole at 30.3 feet.

MATERIAL DESCRIPTION

Unified Soil Classification System

1.5

1.25

4.5

4.5

4.5

ST

ST

SPT

NQ

NQ

SPT

NQ

SPT

NQ

NQ

0.3 ft

2.5 ft

5.5 ft

8.3 ft

10.3 ft

21.0 ft

28.1 ft

30.1 ft

C F

A

.5

O

.D

C O

R E

B A

R R

E L

2"

I.

D

38-13-13 (26)

22-30-42 (72)

27-36- 79/4"

(100)

(8)

(14)

(94)

(80)

SURFACE ELEVATIONDATE STARTED 6/9/20 COMPLETED 6/10/20

DRILL RIG Dietrich D-50

HAMMER TYPE Auto

LOGGED BY SP CHECKED BY TA

DRILLER EP

AT END OF DRILLING

NOTES

GROUND WATER LEVELS

AT TIME OF DRILLING None

BENCHMARK EL.

D R

IL

LI

N G

M E

T H

O D

D E

P T

H (f t)

E

LE

V A

T

IO

N (f t)

S T

R A

T A

S Y

M B

O L

DRY UNIT WT (pcf) 20 40 60 80 100

N VALUE

20 40 60 80

SHEAR STRENGTH (ksf) 1 2 3 4

20 40 60 80

PL LLMC

P O

C K

E T

P E

N

(t sf

S A

M P

LE

T

Y P

E N

U M

B E

R

C O

R R

E C

T E

D B

LO

W

C O

U N

T S

(N V

A

LU

E

R E

C O

V E

R Y

(R

Q D

GEOTECHNICAL

BORING LOG

BORING NUMBER

PROJECT LOCATION Dustin, Oklahoma

PROJECT NAME Elevated Water StorageCLIENT Indian Health Services

PROJECT NO. 266180

B O

R

IN

G L

O G

P

P I -

P P

I S T

D T

E M

P

LA

T E

.G D

T

/2

/2

6:

S

M

A S

T E

R P

R O

JE

C

T F

IL

E

\2

0\ O

K \I\

IN

D

IA

N

H E

A

LT

H S

E R

V

IC

E -2

0- E

LE

V

A T

E D

W A

T E

R S

T O

R A

G E

D U

S T

IN

-S

U B

\B O

R

IN

G L

O G

S

\IN

D

IA

N H

E A

LT

H

S E

R V

IC

E

E

LE

V A

T E

D W

A T

E R

S T

O R

A G

E

B O

R

IN

G L

O G

S .G

P J

4168 W. Kearney St.

Springfield, Missouri 65803 Telephone: (417) 864-6000 Fax: (417) 864-6004

TOPSOIL, Grass Covered (3")

LEAN CLAY, Brown, Stiff, Moist (CL)

LEAN TO FAT CLAY, Light Brown & Tan, Stiff, Moist

(CL-CH)

SHALEY LEAN CLAY, Light Brown & Tan, Very Stiff, Moist (CL)

LIMESTONE, Fine Grained, White Tan, Medium Hard, Weathered, Thickly Bedded

SHALE, Tan & Gray, Extremely Soft, Highly Weathered

- Wash Away From 10.6' to 15.1'

- Due to Wash Away, SPT Sample Taken at 15.1'

- Wash Away From 18.7' to 19.7'

- Due to Wash Away, SPT Sample Taken at 19.7'

SHALE, Greenish Gray, Very Soft, Weathered

SHALE, Gray, Very Soft, Weathered to Slightly Weathered

Bottom of borehole at 30.1 feet.

SPT

ST

SPT

SPT

NQ

NQ

NQ

NQ

NQ

0.3 ft

2.5 ft

5.8 ft

9.3 ft

11.6 ft

26.0 ft

30.5 ft

C F

A

.5

O

.D

C O

R E

B A

R R

E L

2"

I.

D

2-3-2 (5)

17-27-25 (52)

6-79/3"

(85)

(75)

(68)

(73)

(88)

SURFACE ELEVATIONDATE STARTED 6/9/20 COMPLETED 6/9/20

DRILL RIG Dietrich D-50

HAMMER TYPE Auto

LOGGED BY SP CHECKED BY TA

DRILLER EP

AT END OF DRILLING

NOTES

GROUND WATER LEVELS

AT TIME OF DRILLING None

BENCHMARK EL.

D R

IL

LI

N G

M E

T H

O D

D E

P T

H (f t)

E

LE

V A

T

IO

N (f t)

S T

R A

T A

S Y

M B

O L

DRY UNIT WT (pcf) 20 40 60 80 100

N VALUE

20 40 60 80

SHEAR STRENGTH (ksf) 1 2 3 4

20 40 60 80

PL LLMC

P O

C K

E T

P E

N

(t sf

S A

M P

LE

T

Y P

E N

U M

B E

R

C O

R R

E C

T E

D B

LO

W

C O

U N

T S

(N V

A

LU

E

R E

C O

V E

R Y

(R

Q D

GEOTECHNICAL

BORING LOG

BORING NUMBER

PROJECT LOCATION Dustin, Oklahoma

PROJECT NAME Elevated Water StorageCLIENT Indian Health Services

PROJECT NO. 266180

B O

R

IN

G L

O G

P

P I -

P P

I S T

D T

E M

P

LA

T E

.G D

T

/2

/2

6:

S

M

A S

T E

R P

R O

JE

C

T F

IL

E

\2

0\ O

K \I\

IN

D

IA

N

H E

A

LT

H S

E R

V

IC

E -2

0- E

LE

V

A T

E D

W A

T E

R S

T O

R A

G E

D U

S T

IN

-S

U B

\B O

R

IN

G L

O G

S

\IN

D

IA

N H

E A

LT

H

S E

R V

IC

E

E

LE

V A

T E

D W

A T

E R

S T

O R

A G

E

B O

R

IN

G L

O G

S .G

P J

4168 W. Kearney St.

Springfield, Missouri 65803 Telephone: (417) 864-6000 Fax: (417) 864-6004

TOPSOIL, Grass Covered (3")

LEAN CLAY, Brown, Medium Stiff, Moist (CL)

LEAN TO FAT CLAY, Light Brown & Tan, Stiff, Moist

(CL-CH)

SHALEY LEAN CLAY, Scattered Sand, Light Brown & Tan, Very Stiff, Moist (CL)

LIMESTONE, Fine Grained, White Tan, Medium Hard, Weathered, Thickly Bedded

SHALE, Greenish Gray, Very Soft, Weathered

- Wash Away From 12.1' to 12.4'

SHALE, Gray, Very Soft, Weathered, to Slightly Weathered

Bottom of borehole at 30.5 feet.

PROJECT NAME Elevated Water StorageCLIENT Indian Health Services

PROJECT NO. 266180

ABBREVIATIONS

TV

PID

UC

ppm

TORVANE

PHOTOIONIZATION DETECTOR

UNCONFINED COMPRESSION

PARTS PER MILLION

LIQUID LIMIT (%)

PLASTIC INDEX (%)

MOISTURE CONTENT (%)

DRY DENSITY (PCF)

NON PLASTIC

PERCENT PASSING NO. 200 SIEVE

POCKET PENETROMETER (TSF)

LL

PI

W

DD

NP

-200

PP

NQ

Standard Penetration Test

Shelby Tube

SAMPLER SYMBOLSLITHOLOGIC SYMBOLS

(Unified Soil Classification System)

CL: USCS Low Plasticity Clay

CL-CH: USCS Low to High Plasticity Clay

TOPSOIL: Topsoil

WEATHERED…