tulsa, oklahoma 74135 comprehensive engineering … engineering services ... 4.1 site geology ......

Comprehensive Engineering Services

Colorado Oklahoma Texas

6106 East 32nd Place, Suite 101 Tulsa, Oklahoma 74135

P (918) 660.7141 F (918) 660.7167 C.A. 3639, Ren. Date 6/30/2016

July 7, 2015 Grand River Dam Authority (GRDA) Transmit via Email to: [email protected] P.O. Box 409 226 West Dwain Willis Avenue Vinita, OK 74301 Attn: Mr. Charles Barney, Assistant General Manager RE: Geotechnical Engineering Services Report

Proposed Warehouse Addition Northwest of the Intersection of N4335 County Road and Oklahoma Highway 412B Mayes County, Oklahoma EST Project Number: 6005681

Dear Mr. Barney: EST has completed the geotechnical engineering services for the proposed addition to the existing warehouse, northwest of the intersection of N4335 County Road and Oklahoma Highway 412B in Mayes County, Oklahoma. The purpose of the subsurface exploration was to estimate the geotechnical engineering properties of the near surface soils for the above referenced project. The laboratory results and engineer’s review provide the information needed to evaluate the potential for soil shrink/swell with variation in soil moisture content, and estimate parameters for foundation design. This geotechnical report should be read in its entirety prior to utilizing any presented information for design or construction purposes. Additionally, we recommend that EST be retained to provide construction monitoring and testing services to verify that soil conditions are consistent with our geotechnical report. EST will not be responsible for the misinterpretation of the recommendations for this project. Furthermore, EST is not responsible for any conditions that deviate from those described in this report. Mr. Barney, we appreciate the opportunity to work with you on this project, and at your request, we are prepared to provide the proper construction monitoring and testing services. If you have any questions regarding the information contained in this report or if we can be of further assistance, please call us at (918) 660-7141. Respectfully, EST, Inc. Alseny Diop, P.E. Andre Guzman-Rocha

Sr. Geotechnical Engineer Engineer in Training Copy to: [email protected]

Proposed Warehouse Addition EST Project Number: 6005681 Mayes County, Oklahoma July 7, 2015

TABLE OF CONTENTS

1.0 Executive Summary .......................................................................................................................... 1

2.0 Project Description ........................................................................................................................... 1

3.0 Subsurface Exploration ..................................................................................................................... 1

4.0 Subsurface Conditions ...................................................................................................................... 2 4.1 Site Geology .................................................................................................................................. 2

4.2 Soil Conditions .............................................................................................................................. 3

4.3 Seismic Classification ................................................................................................................... 3

4.4 Groundwater Conditions ............................................................................................................... 3

4.5 Corrosion Potential/ Cement Type ................................................................................................ 4

5.0 Laboratory Evaluation ...................................................................................................................... 4

6.0 Evaluation and Recommendations for the Building ......................................................................... 4 6.1 Earthwork ...................................................................................................................................... 4

6.1.1 General Site Development .......................................................................................................... 5

6.1.2 Excavation Consideration ........................................................................................................... 5

6.1.3 Slab-on-Grade Development ...................................................................................................... 6

6.2 Straight Shaft Drilled Pier Foundations ........................................................................................ 7

6.3 Shallow Footing Foundations ........................................................................................................ 8

7.0 General .............................................................................................................................................. 9

Appendix A – Boring Location Diagram Appendix B – Boring Logs Appendix C – Web Soil Survey Corrosion Maps Appendix D – General Notes, Boring Log Acronym Library, General Notes for Rock Classification


EST, Inc. - 1 -

1.0 Executive Summary

The geotechnical engineering services are complete for the proposed warehouse addition, northwest of

the intersection of N4335 County Road and Oklahoma Highway 412B in Mayes County, Oklahoma.

This report describes the subsurface conditions encountered in the borings, furnishes laboratory data

acquired, and provides geotechnical recommendations for general earthwork, and the design and

construction of foundations, and floor slabs.

Exploration of the subsurface materials at the project site consisted of four (4) structural borings

located within the proposed building area. The borings were advanced to depths ranging from

approximately 8 to 14 feet below the existing ground surface elevation. Samples obtained from the

borings were brought to our laboratory for further processing and/or testing. Groundwater was not

encountered in any of the borings during or immediately after completion of drilling operations.

However, perched water was observed in boring B-02 at a depth of approximately 2 feet. The results

of the laboratory tests and the final boring logs along with a diagram showing the approximate

locations of the borings are included in this report.

Evaluation and test results indicate the subsurface materials generally consist of cohesive fine grained

soils over limestone, shale, and/or an interbedding of these formations. Based on the subsurface

materials encountered, a drilled, cast-in-place, concrete pier foundation system or shallow footing

foundations can be used to support the proposed building. Slab-on-grade floors can also be used, but

will require over-excavating and replacing the on-site materials with low volume change (LVC) soils.

Additional geotechnical recommendations are provided further in this report.

2.0 Project Description

The project consists of the construction of a new warehouse addition, northwest of the intersection of

N4335 County Road and Oklahoma Highway 412B in Mayes County, Oklahoma. Structural loads

were not available at the time of this report. Therefore, we recommend that foundations to support the

proposed building be designed by the Engineer familiar with column and wall loads using the bearing

capacity provided in this report.

3.0 Subsurface Exploration

The subsurface exploration was performed on June 24, 2015. The exploration at the site consisted of

four (4) structural borings advanced to depths ranging from approximately 8 to 14 feet below existing

grades.


EST, Inc. - 2 -

The project was accessible to a CME-75 truck-mounted, rotary drill rig equipped with 4 inch solid

stem augers. Representative soil samples were obtained in the borings using the standard penetration

test (SPT) sampling procedures in general accordance with ASTM Specifications D-1586.

The SPT sampling process requires a split-barrel (two-piece) sampling tube be used to obtain soil

samples. A 2-inch outside diameter sampling tube is hammered, using an automatic drive hammer,

into the bottom of the boring with a 140-pound weight falling 30 inches. The number of blows

required to advance the tube the last 12 inches of an 18-inch sampling interval or portion thereof, is

recorded as the standard penetration resistance value, N. The in-situ relative density of granular soils,

the consistency of cohesive soils, and the hardness of weathered bedrock can be estimated from the N

value. The uncorrected, N values recorded for each test are shown on the attached boring logs at their

relative sampling depths.

A CME automatic drive hammer was used to perform the standard penetration tests. A greater

mechanical efficiency is achieved with the automatic drive hammer when compared to a conventional

safety drive hammer operated with a cathead and a rope.

The soil test borings were located in the field by EST personnel based on client criteria. The

approximate locations of the borings have been identified and are shown on the boring location plan

included in this report. Surface elevations near the boring locations were estimated by our drill crew

using a surveyor’s level and grade rod. The finish floor elevation of the existing building, south of the

proposed addition, was used as a benchmark with an assumed elevation of 100 feet.

As part of the drilling operations, the field personnel prepared field logs. The field personnel

examined the samples retrieved during drilling operations and recorded a soil description on the field

logs. The split-barrel samples packaged in plastic bags to reduce moisture loss, and tagged for

identification were transported to our laboratory for further evaluation. The field boring logs also

include visual classifications of the sampled materials encountered during drilling and the driller’s

interpretation of the subsurface conditions between samples. This report contains the final boring logs

that represent modifications based on an engineer’s review and laboratory test results.

4.0 Subsurface Conditions

4.1 Site Geology The project area is situated in a geologic area best described as being part of the Chester-Meramec Unit

(Mp). According to published materials (Engineering Classification of Geologic Materials, Division

Eight, 1965, Oklahoma Highway Department), the Chester-Meramec Unit consists of limestone, chert,

shale, sandstone, and siltstone, with the lithology of the unit varying locally.


EST, Inc. - 3 -

In Craig and Mayes Counties, the limestone thickens to 40 feet locally, but generally is about 30 feet

thick and contains some green shale stringers. The overlying black shale contains numerous thin beds

of limestone and siltstone. In southern Mayes County, the limestone is underlaid by about 90 feet of

shale and siltstone with some limestone stringers. This shale and siltstone marks the base of the unit.

4.2 Soil Conditions The near surface cohesive soils encountered were generally medium stiff to very hard in consistency

and were generally medium to high plasticity materials. The sedimentary rock formation exhibited SPT

refusal (i.e., 50 blows for 6 inches of penetration or less) at depths indicated in the boring logs.

4.3 Seismic Classification Based on our experience with similar projects and Table 1613.5.2 entitled “Site Class Definitions” in

the 2012 International Building Code, the seismic site class for the project is Site Class “C”. The

following geotechnical parameters estimated based on the 2012 International Building Code (IBC) can

be used:

Seismic Site Class ( Table 1613.5.2 of the 2012 IBC) C

Estimated Site Coordinates Latitude 36.19180°N

Longitude 95.29077°W

Ss – Short Period Spectral Acceleration 0.136g

SMS – Short Period, Site Class Modified Spectral Acceleration 0.163g

SDS – Short Period, Five Percent Damping, Spectral Acceleration 0.109g

S1 – 1 Second Period Spectral Acceleration 0.075g

SM1 – 1 Second Period, Site Class Modified Spectral Acceleration 0.127g

SD1 – 1 Second Period, Five Percent Damping, Spectral Acceleration 0.085g

4.4 Groundwater Conditions The presence of groundwater was not observed in any of the borings. However, perched water was

observed at approximately 2 feet in boring B-01. Groundwater level fluctuations and/or additional

perched water conditions may occur due to seasonal variations in the amount of rainfall and other

factors such as drainage characteristics. To obtain more accurate groundwater level information, long-

term observations in a monitoring well or piezometer that is sealed from the influence of surface water

would be needed. The possibility of groundwater level fluctuations should be considered during the

preparation of construction plans. The borings were plugged per Oklahoma Water Resources Board

(OWRB) requirements after drilling operations were completed.


EST, Inc. - 4 -

4.5 Corrosion Potential/ Cement Type Based on the information obtained from the United States Department of Agriculture (USDA) Soil

Survey, we have assumed that the on-site materials may present a high risk of corrosion to steel and a

moderate exposure of concrete to sulfate containing solutions (see Appendix C). Therefore, we

recommend that preventative measures against concrete and steel corrosion be taken. Polyethylene

encasement or epoxy-coated resin can be used to protect buried ferrous metals or ductile iron pipes.

For the concrete elements in contact with the on-site soils, we recommend using an ASTM C150, Type

II, Portland cement concrete with a maximum water-to-cement ratio (W/C) of 0.50 and a minimum

compressive strength of 3,500 psi. We recommend that routine tests be performed to verify that sulfate

concentrations are within acceptable ranges for Type II cement.

5.0 Laboratory Evaluation

All samples obtained from the project site were transferred to our laboratory for processing and/or

testing. Laboratory tests were performed on select soil samples in agreement and applicable to ASTM

test procedures. Laboratory testing included estimation of the natural moisture content (ASTM

D2266), Atterberg limits (ASTM D4318), and sieve analysis (ASTM D2487). The results of these

tests can be found in the appropriate column of the boring logs included in appendix B of this report.

6.0 Evaluation and Recommendations for the Building

A drilled pier foundation system or a conventional shallow footing foundation system can be used to

support the proposed building. Slab-on-grade floors can also be used, but will require the placement of

an LVC soil zone. More detailed geotechnical recommendations are presented further in this report.

6.1 Earthwork

Based on the subsurface materials encountered, we expect earthwork at this site will involve site

preparation and slab-on-grade development. Any fill required to develop final grade lines should

consist of LVC soils that are free of organic matter and debris. LVC soils consist of low PI materials

or cohesionless materials with at least 25 percent passing the standard No. 200 sieve. Low PI material

would be cohesive materials having a liquid limit less than 40 and a plasticity index between 8 and 17.

Fill should be placed in lifts not exceeding 9 inches in loose thickness and compacted to at least 95

percent of the material’s maximum dry density at a moisture content within 2 percent above optimum.

Any soft or loose areas observed, or over-saturated, rutting or pumping soils observed during

compaction operations should be removed and replaced or stabilized. The following provides a

summary of what EST defines as acceptable fill:


EST, Inc. - 5 -

#200 50% 40 8 17;

8 #200 25%

40 50 17 30, #200 35% .

During compaction operations, the exposed subgrade and each lift of compacted fill should be tested

for moisture and density, and reworked as necessary until that surface is approved by the Geotechnical

Engineer’s representative prior to the placement of additional lifts. We recommend the scarified

surface and each lift of fill be tested for density and moisture content at a rate of one (1) test every

1,500 square feet with a minimum of two tests per compacted area. In addition, we recommend one

test for every 150 linear feet of compacted utility trench backfill.

6.1.1 General Site Development

All existing pavements, topsoil, and other unsuitable materials should be removed from the

construction site. We also recommend removing any existing stumps, roots larger than 2 inches in

diameter, rocks larger than 3 inches in diameter, and any matted roots from the proposed construction

area. We recommend that EST be retained to witness the removal process and establish the extent of

removal necessary. After removing all deleterious materials, we recommend that the site be proof-

rolled. Proof-rolling should be performed in overlapping passes and in mutually-perpendicular

directions using equipment with minimum subgrade loadings of 25 tons. After the exposed subgrade is

approved by an EST representative, additional recommendations provided in the following sections

should be observed.

6.1.2 Excavation Consideration

Materials at the site may be classified as “Type C” soils according to the Occupational Safety and

Health Administration (OSHA). These types of soils will require allowable slopes (H:V) no steeper

than 1-½:1 (about 34o from the horizontal) for excavations deeper than 5 feet, but shallower than 20

feet. Excavations deeper than 20 feet should be properly analyzed and excavation walls should be

designed by an Oklahoma Licensed Professional Engineer.

Based on our experience of the area, most of the clay materials tend to be at an over consolidated state.

Standard penetration test values obtained also indicate that these materials are generally medium stiff

to hard in consistency. Although OSHA does not require the sloping or shoring of excavations

shallower than 5 feet, it is recommended that an experienced professional be present during all phases

of the excavations to observe and monitor any signs of ground movement. Over-consolidated stiff

clays are known to severely weaken over time, especially when in contact with water. If any

instabilities are observed during the excavations, the Geotechnical Engineer should be notified.


EST, Inc. - 6 -

6.1.3 Slab-on-Grade Development The existing near surface soils at the boring locations generally consist of medium to high plasticity

soils for which significant volume changes are expected to occur with variations in soil moisture

content. Based on TxDOT Test Method Tex-124-E, a method used to evaluate the potential for

vertical rise (PVR) of in-situ soil materials based on the liquid limit, plastic limit and a zone of

significant moisture change of 10 feet, the estimated PVR due to subgrade moisture change is nearly

2-1/8 inches for this site. Differential floor slab movements could be greater than half of this amount

due to the difference in soil plasticity between the borings. This analysis is based on dry soil moisture

conditions because it is difficult to predict the moisture condition of the soils during construction.

To lower the PVR to approximately 1 inch, after the site grading has been completed, we recommend

over-excavating at least 54 inches of the on-site soils in the building pad area and replacing them with

compacted LVC soils. The specified LVC soil should meet the requirements of section 6.1 of this

report. All fill placements for the project should extend at least 5 feet laterally, away from the building

in all directions.

The ground surface should be sloped away from the building on all sides to prevent water from

collecting near the building. Water should not be allowed to pond near the building during or after

construction. In addition, the moisture content of the soil should be maintained until the slabs are

constructed. Therefore, the building pad should always contain enough moisture so that surface cracks

do not develop. We recommend the moisture content of the building pad be evaluated just before

concrete for the slab is placed.

We recommend placing a waterproof membrane (15-mil Polyethylene) on top of 2 inches of clean sand

immediately below the floor slab for a vapor barrier. The slab should be designed using a modulus of

subgrade reaction k1, of 100 pci, based on a 1 foot by 1 foot plate load test. For different floor slab

sizes, we recommend using the following equations:

(cohesive materials)

(cohesionless materials)

Where,

ks = the desired modulus of subgrade reaction for the actual slab size

k1 = the modulus of subgrade reaction from a 1 foot by 1 foot plate load test

B = the actual slab width in feet


EST, Inc. - 7 -

To help minimize moisture migration, we recommend using a low slump concrete designed with a

water to cement ratio of 0.50 or less for the slab. Water curing the slab will help the curing process

and should help reduce shrinkage cracks and slab curling. Before the floor covering is placed, we

recommend slab moisture emission tests be conducted to confirm that moisture discharge levels are

within the floor covering manufacturer’s recommendation. These tests should be conducted after the

building is considerably complete and the HVAC is operational. The tests should be run when the

HVAC has been operating enough to provide typical temperature and humidity conditions

representative of what the floor covering will be susceptible to under normal conditions.

6.2 Straight Shaft Drilled Pier Foundations

Based on the information currently available to us, it appears that the proposed new building may be

connected to an existing building through a walkway. The type of foundation system used to support

the existing building is currently unknown to us. Therefore, the use of a drilled, cast-in-place, concrete

pier foundation system may be the most effective way to support the new addition and minimize the

effect of differential movement.

Straight shaft drilled piers should penetrate the bedrock encountered in the borings a minimum of 2

feet. Due to expected variations in the depth and quality of bearing materials with increased distance

away from the borings, EST, Inc. should be retained to perform proper pier inspection and testing

during pier drilling to verify that suitable bearing material is adequately penetrated. We recommend

using an allowable net bearing pressure of 15,000 psf to design drilled piers that bear in approved

materials. Additional pier capacity can be developed using an allowable skin friction value of 1,000 psf

for that portion of the pier that penetrates the bearing materials beyond the minimum required

penetration depth. Drilled piers should extend at least 2-pier diameters or 6 feet, whichever is greater,

below the grade beams.

Piers must have a center to center spacing no closer than 2.5 times the nominal pier diameters. Piers

shall not be installed within 6 nominal pier diameters (center to center) of an adjacent pier until after

the concrete in the previous pier has been in place for at least 12 hours. If this construction spacing

cannot be met, an alternate sequence shall be adopted to minimize the disturbance of the bearing

materials and/or the unhardened concrete in adjacent piers.

The straight shaft drilled piers should have a minimum diameter of 18 inches and be provided with

enough steel reinforcement to ensure adequate structural integrity. Grade beams should be connected

to the top of the piers and be designed as structurally suspended members. Grade beams should extend

at least 2 feet below the exterior adjacent grade. Structural carton forms should be used below the

grade beams for a 4-inch void space.


EST, Inc. - 8 -

Excavation of the overburden soils can be accomplished using an earth auger. However a rock bit may

be required to penetrate harder materials. Due to the high quality of bedrock encountered, construction

of pilot holes may be necessary to achieve sufficient bearing of the drilled piers into the bedrock. We

do not anticipate the use of casing. However, seepage of groundwater into the pier excavations may

occur; therefore, dewatering and temporary casing equipment should be onsite and ready for use prior

to pier excavations.

Any water and loose or sloughed material should be removed from drilled piers prior to placing

concrete. To facilitate pier construction, concrete should be on-site and ready for placement as pier

excavations are completed. In no case should concrete be allowed to strike reinforcing steel or the

excavation sides while it is being placed. Pier excavations should not be allowed to remain open for

more than 4 hours without approval of the Geotechnical Engineer.

6.3 Shallow Footing Foundations As an alternative to using drilled piers, a properly designed shallow footing foundation system to allow

free movement between the foundations can be used. However, to minimize differential movements

within the new building foundation system, we recommend that foundation footings rest directly on

similar soils. If the footings are to rest directly on the limestone encountered, we recommend placing

the foundations on top of 6 inches of the Oklahoma Department of Transportation (ODOT) Type “A”

aggregate base limestone and/or sandstone screenings (with at least 25% passing the No. 200 sieve)

compacted to at least 98% of the material’s maximum dry density per ASTM D-698.

A reinforced continuous footing with isolated column footings should provide a system sufficient to

carry the required loads. It is important to reinforce the footings to minimize the effects of movement

within the foundation system. For the design of footings bearing on top of the tested and approved fill,

a maximum allowable net bearing pressure of 1,500 pounds per square foot can be used. This bearing

pressure is the pressure that can be applied to the soil at the base of the footings in excess of the

minimum surrounding overburden pressure. Footings bearing on top of the aggregate base or

screenings above the bedrock can be designed using an allowable pressure of 3,500 psf. However, if

footings are to bear on both tested and approved fill and undisturbed, native soils, or aggregate

base/screenings, the lower bearing should be used for design. A 1/3 increase in bearing pressure for

wind and/or seismic loading is not recommended.

To provide frost/heave protection, reduce the amount of shrink/swell potential, and provide adequate

confinement of the bearing materials, footings should be located at least 2 feet below final outside

grade. Formed continuous footings should have a minimum width of 24 inches. Earth formed

continuous footings should have a minimum width of 12 inches. Isolated column footings should have

a minimum width of 30 inches.


EST, Inc. - 9 -

Caution should be taken to prevent wetting or drying of the bearing materials. This can be

accomplished by placing concrete into the foundation as soon as it is excavated and approved by the

Geotechnical Engineer’s representative. Surface run-off water should drain away from the excavated

areas. If the bearing materials should become wet or dry and/or loose or disturbed, then this material

should be removed before placing concrete. Any soft or loose areas observed should also be removed

before placing concrete. If unsuitable material is encountered, the material should be removed and

replaced with compacted fill or concrete. The foundation excavation should not be allowed to remain

open for an extended period of time. Shallow foundations constructed as recommended are expected

to have long-term movements less than 1 inch. The differential movement across the structure may

approach half of the long-term movement.

7.0 General

This report was prepared for GRDA and OMES in reference to the proposed warehouse addition in

Mayes County, Oklahoma. This report provides geotechnical recommendations based on the

subsurface conditions encountered in the borings. It is not practical or economical to perform enough

subsurface investigation borings to identify all conditions at the site. Subsurface conditions may vary

with distance away from the borings completed for this report. Conditions that may affect the

recommendations contained within the geotechnical report may exist and may not become known until

construction. If variations appear during construction, it may be necessary to revise the

recommendations contained in this report. Therefore, monitoring of subsurface conditions during

construction should be performed by a geotechnical engineer or his representative to verify that

conditions are consistent with the geotechnical report.

EST warrants that the findings and recommendations contained herein have been made with generally

accepted professional geotechnical practices in the local area. No other warranties are implied or

expressed. The scope of services and recommendations contained in this report do not include any

environmental assessment or identification of contaminated or hazardous materials. Any statements in

this report or in the boring logs concerning suspicious odors, colors, irregular textures or abnormal

conditions are for informational purpose only and have not been verified by the engineer or testing.


EST, Inc.

Appendix A

Boring Location Diagram


EST, Inc.

Appendix B

Boring Logs

LL = NPPL = NPPI = NP

-#200 = 12.4%

LL = 68PL = 26PI = 42

-#200 = 62.7%

28.1

LL = 33PL = 18PI = 15

-#200 = 68.1%

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50/6.0"50/0.5"

63

Bottom of Boring at 14.0 feet

Soft, Brown-Gray, WeatheredShale

Very Hard, Dark Brown, Sandy Lean Clay(Shaley)

Very Stiff, Light Brown, Sandy Fat Clay

Very Loose, Dark Brown, Silty Gravel withSand

Approximately 5" of Asphalt Pavement over8.5" of Aggregate Base

5.6

5

18

18

18

18

5

4

3

2

1

El. = 85.96El. = 86.5

El. = 92

23.423.4

28.1

17.3

El. = 97

El. = 98.9

LOCATION: N4335 Road, Mayes

County, Oklahoma

Surface Elev. = 100 feetVegetation Thickness : None U

NC

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WATER LEVEL OBSERVATIONS

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BORING COMPLETED

6005681

BORING LOG

Perched Water at 2'

SP

T-

NB

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FT

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5

10

15

20

17.3

480 24th Avenue NW, Suite 244Norman, OK 73069

(OFF.) (405) 307-8378 (FAX) (405) 329-1914

SAMPLES

PAGE 1 OF 1

SOIL AND ROCK CLASSIFICATIONS ARE FROM DISTURBED SAMPLES. CORE SAMPLES AND FURTHER LABORATORY TESTING MAY

REVEAL OTHER ROCK AND/OR SOIL TYPES. THE STRATIFICATION SHOWN IN THE SOIL AND ROCK ABOVE IS AN ESTIMATION OF

IN-SITU CONDITIONS. THEREFORE, THE NATURAL TRANSITION BETWEEN SOIL AND ROCK TYPES MAY BE GRADUAL.

* ESTIMATED FROM POCKET PENETROMETER

LIM

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(LL

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BORING STARTED

PROJECT: Proposed New Warehouse - GREC 3

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LAYER / MATERIAL

DESCRIPTION

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LL = 53PL = 26PI = 27

-#200 = 54.5%

LL = 41PL = 23PI = 18

-#200 = 73.8%

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Very Stiff, Light Gray, Gravelly Fat Clay(Auger Refusal at 8' Due to Limestone)

Medium Stiff, Brown, Lean Clay with Sand

18

18

18

Approximately 2" of Asphalt Pavement over4" of Aggregate Base

3 17.1

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El. = 92

El. = 95

El. = 99.4

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Surface Elev. = 100 feetVegetation Thickness : None

SAMPLES

PAGE 1 OF 1





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None-WD

A.D.


(OFF.) (405) 307-8378 (FAX) (405) 329-1914

BORING STARTED

TESTS

BORING NO. B-02


LAYER / MATERIAL

DESCRIPTION

ENGINEER: EST, Inc.

None-AB

CH

CLU

SC

S S

YM

BO

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BORING COMPLETED

6005681

BORING LOG

SP

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CH

PR

OJE

CT

S\6

0056

81 -

GR

DA

UN

IT3W

AR

EH

OU

SE

BU

ILD

ING

\GIN

T\G

RD

AU

NIT

3WA

RE

HO

US

EB

UIL

DIN

G.G

PJ

FIR

E

50/0.5"

21

7

5

LL = 51PL = 19PI = 32

-#200 = 78.1%

22.7

PA

5.0

23.6

28.828.8

23.6

22.7


Very Stiff, Brown-Gray, Fat Clay with Sand(Auger Refusal at 8')

Medium Stiff, Brown-Gray, Fat Clay withSand

Approximately 5" of Asphalt Pavement over2" Aggregate Base

18

18

18

2

SS

5.0

3

1

El. = 90.48

El. = 94

El. = 98.4

4

PA

FOREMAN


RE

CO

VE

RY

, IN

.


County, Oklahoma


NC

ON

FIN

ED

ST

RE

NG

TH

, P

SF

None-WD

JOB#

GR

AP

HIC

S L

OG

WL

WL

WL


TY

PE

SAMPLES

PAGE 1 OF 1





LIM

ITS

(LL

) (P

L)IN

DE

XE

S (

PI)

#200

SIE

VE

L.M.

BORING NO. B-03

6/24/15BORING COMPLETED

A.D.


(OFF.) (405) 307-8378 (FAX) (405) 329-1914

BORING STARTED

TESTS

ENGINEER: EST, Inc.

6005681

LAYER / MATERIAL

DESCRIPTION

SS

PA

SS

SSCH

CME-75

BORING LOG

SP

T-

NB

LOW

S /

FT

.

RIG

5

10

NU

MB

ER

US

CS

SY

MB

OL

None-AB


DR

Y D

EN

SIT

Y,

PC

F

6/24/15

APPROVED

DE

PT

H,

FT

.

MO

IST

UR

E,

%

REMARKS:

7

5

LL = 43PL = 26PI = 17

-#200 = 89.0%

LL = 37PL = 17PI = 20

-#200 = 77.5%

L:\G

EO

TE

CH

\201

5 G

EO

TE

CH

PR

OJE

CT

S\6

0056

81 -

GR

DA

UN

IT3W

AR

EH

OU

SE

BU

ILD

ING

\GIN

T\G

RD

AU

NIT

3WA

RE

HO

US

EB

UIL

DIN

G.G

PJ

FIR

E

12.9

27.8

25.9

24.7

7

50/4.0"


Moderately Hard to Hard, Brown-Gray,Interbedded Limestone and Shale

Medium Stiff, Light Brown, Lean Clay

Soft to Medium Stiff, Dark Brown, Lean Claywith Sand

Approximately 5" of Asphalt Pavement over2" of Aggregate Base

25.9

27.8

0

18

18

18

El. = 91.54

3

2

24.7

El. = 86.5

El. = 95

El. = 99.4

12.9

1


RE

CO

VE

RY

, IN

.


County, Oklahoma


NC

ON

FIN

ED

ST

RE

NG

TH

, P

SF

TY

PE

GR

AP

HIC

S L

OG

WL

WL

WL

6/24/15


BORING COMPLETED

6005681

SAMPLES

PAGE 1 OF 1





LIM

ITS

(LL

) (P

L)IN

DE

XE

S (

PI)

#200

SIE

VE

L.M.

BORING NO. B-04

FOREMAN

A.D.


(OFF.) (405) 307-8378 (FAX) (405) 329-1914

BORING STARTED

TESTS

JOB#

None-WD

SP

T-

NB

LOW

S /

FT

.

BORING LOG

CL

CL

PA

SS

PA

SS

SS

PA

SS

PA

DE

PT

H,

FT

.

RIG

5

10

15

NU

MB

ER

US

CS

SY

MB

OL

DR

Y D

EN

SIT

Y,

PC

F

CME-75

6/24/15

MO

IST

UR

E,

%

APPROVED

ENGINEER: EST, Inc.

REMARKS:

None-AB

LAYER / MATERIAL

DESCRIPTION



EST, Inc.

Appendix C

Web Soil Survey Corrosion Maps

Corrosion of Concrete—Mayes County, Oklahoma

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

6/30/2015Page 1 of 3

4007

400

4007

500

4007

600

4007

700

4007

800

4007

900

4008

000

4007

400

4007

500

4007

600

4007

700

4007

800

4007

900

4008

000

293500 293600 293700 293800 293900 294000 294100 294200 294300 294400 294500

293500 293600 293700 293800 293900 294000 294100 294200 294300 294400 294500

36° 11' 42'' N95

° 1

7' 4

8'' W

36° 11' 42'' N

95° 1

7' 6

'' W

36° 11' 20'' N

95° 1

7' 4

8'' W

36° 11' 20'' N

95° 1

7' 6

'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS840 200 400 800 1200

Feet0 50 100 200 300

MetersMap Scale: 1:4,800 if printed on A landscape (11" x 8.5") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Rating Polygons

High

Moderate

Low

Not rated or not available

Soil Rating LinesHigh

Moderate

Low


Soil Rating PointsHigh

Moderate

Low


Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.

Soil Survey Area: Mayes County, OklahomaSurvey Area Data: Version 8, Sep 19, 2014

Soil map units are labeled (as space allows) for map scales 1:50,000or larger.

Date(s) aerial images were photographed: Jul 23, 2010—May 16,2011

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.




6/30/2015Page 2 of 3

Corrosion of Concrete

Corrosion of Concrete— Summary by Map Unit — Mayes County, Oklahoma (OK097)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

HeE Hector-Enders complex,5 to 20 percent slopes

Moderate 32.9 31.7%

M-W Miscellaneous water 0.6 0.6%

URB Urban land 70.1 67.7%

Totals for Area of Interest 103.6 100.0%

Description

"Risk of corrosion" pertains to potential soil-induced electrochemical or chemicalaction that corrodes or weakens concrete. The rate of corrosion of concrete is basedmainly on the sulfate and sodium content, texture, moisture content, and acidity ofthe soil. Special site examination and design may be needed if the combination offactors results in a severe hazard of corrosion. The concrete in installations thatintersect soil boundaries or soil layers is more susceptible to corrosion than theconcrete in installations that are entirely within one kind of soil or within one soillayer.

The risk of corrosion is expressed as "low," "moderate," or "high."

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Higher




6/30/2015Page 3 of 3

Corrosion of Steel—Mayes County, Oklahoma



6/30/2015Page 1 of 3

4007

400

4007

500

4007

600

4007

700

4007

800

4007

900

4008

000

4007

400

4007

500

4007

600

4007

700

4007

800

4007

900

4008

000

293500 293600 293700 293800 293900 294000 294100 294200 294300 294400 294500

293500 293600 293700 293800 293900 294000 294100 294200 294300 294400 294500

36° 11' 42'' N95

° 1

7' 4

8'' W

36° 11' 42'' N

95° 1

7' 6

'' W

36° 11' 20'' N

95° 1

7' 4

8'' W

36° 11' 20'' N

95° 1

7' 6

'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS840 200 400 800 1200

Feet0 50 100 200 300

MetersMap Scale: 1:4,800 if printed on A landscape (11" x 8.5") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Rating Polygons

High

Moderate

Low


Soil Rating LinesHigh

Moderate

Low


Soil Rating PointsHigh

Moderate

Low


Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.

Soil Survey Area: Mayes County, OklahomaSurvey Area Data: Version 8, Sep 19, 2014

Soil map units are labeled (as space allows) for map scales 1:50,000or larger.

Date(s) aerial images were photographed: Jul 23, 2010—May 16,2011

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.




6/30/2015Page 2 of 3

Corrosion of Steel

Corrosion of Steel— Summary by Map Unit — Mayes County, Oklahoma (OK097)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

HeE Hector-Enders complex,5 to 20 percent slopes

Moderate 32.9 31.7%

M-W Miscellaneous water 0.6 0.6%

URB Urban land 70.1 67.7%

Totals for Area of Interest 103.6 100.0%

Description

"Risk of corrosion" pertains to potential soil-induced electrochemical or chemicalaction that corrodes or weakens uncoated steel. The rate of corrosion of uncoatedsteel is related to such factors as soil moisture, particle-size distribution, acidity,and electrical conductivity of the soil. Special site examination and design may beneeded if the combination of factors results in a severe hazard of corrosion. Thesteel in installations that intersect soil boundaries or soil layers is more susceptibleto corrosion than the steel in installations that are entirely within one kind of soil orwithin one soil layer.

The risk of corrosion is expressed as "low," "moderate," or "high."

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Higher




6/30/2015Page 3 of 3


EST, Inc.

Appendix D

General Notes

Boring Log Acronym Library

General Notes for Rock Classification

EST, INC.

GENERAL NOTES Water levels measured in low permeability soils (clays & unfractured rock) may require long term observations and therefore, the depths shown may not be accurate. Sample Classification and Descriptions Soil Classification: The soil description and classification is based on the Unified Soil

Classification System (USCS) unless noted otherwise

Description Modifier: Trace - material slightly present in sample, less than 15%

Rock: Rock samples are described according to the “General Notes for Rock Classification”

Consistency of Fine-Grained Soils:

Qu, Unconfined Compressive Strength (psf) SPT Consistency < 500 0-2 Very Soft

500 - 1,000 2-5 Soft

1,001 - 2,000 5-10 Medium

2,001 - 4,000 10-20 Stiff

4,001 - 8,000 20-30 Very Stiff

8,001 - 16,000 30-60 Hard

> 16,000 > 60 Very Hard

Relative Density of Coarse-Grained Soils: N-Blows/ft. Relative Density 0-4 Very Loose

5-10 Loose

11-24 Medium Dense

25-50 Dense

51-80 Very Dense

80+ Extremely Dense

Grain Size Terminology: Major Component of Sample Size Range

Boulders Over 12 in. (305mm)

Cobbles 12 in. to 3 in. (300mm to 76mm)

Gravel 3 in. to #4 sieve (75mm to 4.75mm)

Sand #4 to #200 sieve (4.75mm to 0.075mm)

Silt or Clay Passing #200 sieve (0.075mm)

EST, INC.

BORING LOG ACRONYM LIBRARY Boring Log Symbol Library

SPT-N: Blow or strike count for the Standard Penetration Test or the Texas Cone Penetrometer Test. In general, the Standard Penetration Test “N” is the numbers of strikes required to advance a standard 2-inch outside diameter split-spoon a distance of 1-foot, or portion thereof, with a 140 pound hammer falling 30 inches. In general, the Texas Cone Penetrometer Test “N” is the numbers of strikes with penetration depths required to advance a solid steel three-inch diameter cone of standard dimensions with a170-pound weight falling 24-inches. Two 50 strike intervals or two 6-inch penetration intervals is recorded.

WOH: Weight of Hammer

WOR: Weight of Drilling Rod

USCS Symbol: The Unified Soil Classification System Identification Symbol

ATV: All-Terrain Vehicle Mounted Drill Rig

EL: Elevation

Lt: Left

Rt: Right

LL, PL, PI: Atterberg Limits (Liquid Limit, Plastic Limit, Plasticity Index)

-#200: Percent Passing Standard No. 200 Sieve

NP – Non Plastic

Drilling & Sampling Symbol Library AS: Auger Sample BS: Bucket Sample DB: Diamond Drilling Bit (Truck Rotary Drilling using air or water to remove cuttings) DCD: Diamond Core Barrel Drilling HA: Hand Auger HS: Hollow Stem Auger (Truck Rotary Drilling) PA: Power Auger (Truck Rotary Drilling) PM: Pressure Meter RB: Rock Bit (Truck Rotary Drilling using air or water to remove cuttings) RQD: Rock Quality Designation SS: Standard Penetration Test (Split-Spoon): a 13/8 inch I.D. and 2” O.D. tube, unless noted ST: Thin-Wall Tube Sample (Shelby Tube): a 3” O.D. tube, unless noted otherwise TCP: Texas Cone Penetrometer Test WS: Wash Sample WB: Wash Bore Water Level Symbol Library AB: After Boring Complete DCI: Dry Cave In WCI: Wet Cave In WD: While Drilling WL: Water Level Depth From Boring Surface Elevation WS: While Sampling

EST, INC.

GENERAL NOTES FOR ROCK CLASSIFICATION Igneous Rock Igneous rock is formed from the cooling process of molten material (magna) beneath the earth’s surface (plutonic or intrusive rock) or from the rapid cooling at or near the earth’s surface (volcanic or extrusive rock). The rate of cooling, mineral composition, and mode of deposition control the type, texture, and shape of Igneous rocks. However, the most common Igneous rocks are: Granite: Intrusive rock; very hard; generally coarse-grained; usually light colored (pink, red or gray);

typically lighter weight than most rocks (specific gravity = 2.6); and for the most part composed of Quartz, Feldspar, and some dark minerals, usually Mica, crystalline texture; usually even-grained or grains are equal in size.

Basalt: Extrusive rock; very hard; generally fine-grained; usually dark colored (green, gray, or black); typically heavier weight than most rocks (specific gravity = 2.9); and has a glassy texture.

Sedimentary Rock Sedimentary rock is formed from the deposition of material (previous rock fragments, soil and minerals) by erosion or precipitation. The loose deposited material slowly hardens and develops into rock from the processes of compaction, cementation, and/or recrystallization. Sedimentary rocks are composted of cemented boulders, cobbles, gravels, sands, silts and clay size particles. The most common minerals composing Sedimentary rock are quartz, kaolinite, feldspar, mica, and iron oxides, together with those precipitated from solution such as carbonates (dolomite, calcite, and siderite) and the sulfates gypsum and anhydrite. The most common Sedimentary rocks are: Limestone: White to light gray or bluish-gray in color; crystalline to fine-grained texture; varies in

hardness from soft to very hard; chiefly composed of calcium carbonate which will effervesce upon contact with dilute hydrochloric acid.

Dolomite: Very similar to limestone. Usually harder than limestone and usually does not effervesce upon contact with dilute hydrochloric acid. However, will effervesce upon contact with dilute hydrochloric acid if in powered state.

Shale: Light to dark colored; very fine-grained texture; composed of consolidated clay or silt; bedded in thin layers.

Siltstone: Very similar to shale, but unlaminated. Usually more cemented and less cohesive to non-cohesive.

Sandstone: Commonly light colored; coarse to fine-grained texture; composed of cemented sand size particles.

Conglomerate: Varies in color; composed of boulder size material to silt, generally sand to cobble size; cemented together with various cementing agents.

Chert: Light to dark colored; very fined-grained texture; common constituent of conglomerates; breaks conchoidally or into angular fragments; will scratch glass.

Degree of Weathering Slight: Noted predominantly by color change with no disintegrated zones. May have slight

decomposition of parent material at joints.

Moderate: Noted by color change throughout and some decomposition.

High: Noted by complete color change throughout, highly decomposed, may be extremely broken, general appearance approaching soil.

tulsa, oklahoma 74135 comprehensive engineering … engineering services ... 4.1 site geology ......

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