LJ COpy SUBSURFACE EXPLORATION

PROPOSED MOORE/77 ELEMENTARY SCHOOL

BROADWAY AND S . W. 34TH STREET

MOORE, OKLAHOMA

Terracon

April 30, 199 2

RGDC, Inc. P.O. Box 8 9 0000 Oklahoma city, Oklahoma 7 3189-9000

Attn: Mr. Randy Thoma s .1M'j '2) 1Cj9 2..

Gentlemen:

lrerracon CONSULTANTS SC, INC. E32 tJ W 671!1 . SL>lle 1 Ol(:;;homa Clly. Qid",I'lQm", 73116 (·: 03, 848-1607

Ge·Sld R Olson. PE JQr~e ,> A Cunn:ng'lam ? E Gc'c ld W FiM. PE L.::o::,S Da lllel Is:ae. PE DCi "nd L Belongia. PE ThC-n8S M Hawes F '11 (Gulch) Bullerl 'r:11j

Re : Subsurface Exploration Proposed Moore/ 77 Elementary School Broadway & S . W. 34th Street Moore, Oklahoma Job No. 0 3925068

We have completed the s ubs urface exploration and geotechnical engineering services for the above referenced project. The following report presents the findings of the subsurface exploration and provides recommendations concerning the design and construction of foundations, the support of floor slabs and pavements, and general earth work and site development .

The borings typically encountered medium to hard, lean to fat clay and shaley lean to fat clay underlain by soft to moderately hard weathered shale. Base d on the subsurface conditions encountered a t the boring locations, shallow footing or drilled pier foundations can be used to support the proposed structure. Also, the near­surface cohesive soils encountered at the site generally have moderate to high plasticity characteristic. Because of these soils, special care will be needed in the design and construction of floor slabs and pavements to reduce the adverse effects of these potentially expans ive soils.

Should you have any questions concerning our report, or if we can be of further serv ice , p l ease do not hesitate to contact us.

very truly yours,

TE~ON C(jSUL~NTS

Adam sayah Project Engineer

Oklahoma No.

AS/DI/jw

SC, INC.

P .E.

Otllees of The Terracon Companies , Inc. Geotechnical , Environmental and Material s Engineers

Colorado: Denver, Ft. Collins • Iowa: Cedar Falls, Cedar Rapids, Davenporl, Des Moines, Storm Lake Ill inois Bloomington, Naperville. Rock Island • Kansas: Lenexa, Topeka. Wichi ta _ Minnesota: 81. Paul

Missouri: Kansas City _ Nebraska: Omaha • Oklahoma: Oklahoma Cily, Tulsa

QUALITY ENGINEERING SINCE 1965

Terracon

SUBSURFACE EXPLORATION

PROPOSED MOORE!77 ELEMENTARY SCHOOL

BROADWAY AND S.W. 34TH STREET

MOORE, OKLAHOMA

April 30, 1992 Job. No. 03925068

INTRODUCTION

The subsurface exploration and geotechnical engineering services

requested for the proposed Moore! 7 7 Elementary School to be located

west of Broadway and north of S .W. 34th Street in Moore, Oklahoma

has been completed. As part of this exploration, a total of 8

borings were drilled at the site. Five borings were drilled to

maximum depths ranging from about 14 to 19 feet for the proposed

building. Three borings extending t o maximum depths of about 5

feet were drilled for the parking areas and drive lanes. The

results of these borings and a diagram showing their approximate

locations are included with this report.

We understand that the proposed project will include the

construction of new single-story, slab-on-grade masonry and steel

frame structure. Maximum column and continuous wall l oads are

estimated at about 75 kips and 3 kips per lineal foot ,

respectively. Floor slab loads are expected to be light, about 200

psf. An automobile parking a rea and bus drive lane are also

planned.

fills of

grades.

Moderate grade changes requiring cuts of up to 4 feet and

up to 3 feet may be requ i red to develop final design

This report describes the subsurface conditions encountered in the

borings, reports test results obtained and provides recommendations

regarding the design and construction of foundations and the

support of floor slabs and pavements.

April 30, 1992 Job No. 03925068

'SUBSURFACE EXPLORATION PROCEDURES

Terracon

Terracon personnel located the borings in the field by taping or

pacing from the references shown on the attached boring location

diagram . The drill crew determined ground surface elevations at

the boring locations using a surveyor's level and rod. These

elevations were referenced to the rfm of the man-hole located north

of the site , using an interpolated elevation of 1,195.5 feet. The

benchmark elevation is approximate and was interpolated from a

topographic plan of the site developed by RGOC, Inc. Based on this

interpolated elevation, the ground surface elevations at the boring

locations ranged from 1197.2 to 1203.8 feet. The locations and

elevations of the borings should be considered accurate only to the

degree implied by the methods used to define them.

The borings were drilled with a truck-mounted rotary rig using

continuous flight augers. Representative samples were obtained by

the split-barrel sampling procedure i n accordance with ASTM

Specification 0-1586. In this procedure, a 2-inch 0.0. split­

barrel sampling spoon is driven into the ground with a 140-pound

hammer free falling a distance of 30 inches. The number of blows

required to advance the sampling spoon the last 12 inches or less

of a typical 18-inch sampling interval is termed the Standard

Penetration Resistance Value. These values are shown on the boring

logs at the depths of their occurrence. The Standard Penetration

Resistance Value indicates the in-p lace relative density of

granular soils and, less accurately, the consistency of cohesive

soils and the hardness of weathered bedrock.

Field logs of each boring were prepared by the drill crew. These

logs include visual classification of the materials encountered

2

April' 30, 1992 Job No. 03925068

Terracon

during drill ing as well as the driller 's interpretation of the

subsurface conditions between samples. The final boring logs

included with this report represent an interpre tation of the field

logs and include modifications based on laboratory observations and

testing.

The samples were tagged for identification, sealed to prevent

moisture loss, and returned to the l aboratory for further

examinations, classification, and testing. Boring logs attached to

this report present soil descriptions, consistency evaluations,

boring depths, sampling intervals and the groundwater conditions.

LABORATORY TESTING PROGRAM

Due to the generally disturbed condition of the samples obtained by

the split-barrel sampler, only water content and calibrated

penetrometer tests, where appropriate, were performed to estimate

the unconfined compressive strength of cohesive soil samples .

Atterberg limits tests were also performed on selected cohesive

soil samples to estimate the volume change potential of these soils

with variation in the subgrade moisture content. Test results are

shown on the boring logs.

The soil samples were classified in the laboratory by an

experienced engineer based on visual observation, texture,

plasticity and the results of the tests performed . Description of

the soils shown on the

General Notes and

boring logs are

Unified Soil

according to the enclosed

Classification system.

di s turbed samples. The Classification of bedrock was made from

observation of cored samples or petrographic ana lysis may reveal

other rock types.

3

Aprii 30, 1992 Job No. 03925068

SITE AND SUBSURFACE CO~DITIONS

Terracon

The proposed site is located

Broadway (Old Highway 77)

north of S.W. 34th street and west of

in Moore, Oklahoma . As legally

described, it is a part of the E1/2, SW1/4, Section 25, T10N, R3W

of the Indian Meridian in Cleveland County, Oklahoma. The site

slopes gently downward to the north with a maximum difference in

elevation between the borings of about 6 feet. Relatively shallow

to moderate grade changes requiring maximum c ut or fill depths of

about 3 to 4 feet are expected to develop the final design grades.

The site is presently covered with about 3 to 9 inches of topsoil.

The soil conditions encountered in each of the borings are

described in detail on the attached boring logs. The

stratification li.nes shown on the boring l ogs represent the

approximate boundary between soil and rock types; in-situ, the

transition between materials may be gradual.

Approximately 3 to 9 inches of topsoil was encountered below the

ground surface of borings B-3 through B-8. Fill materials

consisting of dark brown to dark red-brown and gray-brown, lean to

fat clay were encountered below the ground surface of borings B-1

and B-2 t o depths of about 2 .5 to 3.5 fee t. The topsoil and fill

materials were underlain by native cohesive soils consisting of

medium t o hard, dark brown to brown and red-brown to light gray,

lean to fat clay, trace gravel and shaley lean to fast clay. These

native cohesive soils continued to the bottom of borings B-1, B-2

and B-8, depths of about 5 feet and to depths ranging from about 9

to 14 feet in the remai ning bori ngs . At these depths, soft to

moderately hard, red-brown to I ight gray , weathered sha le was

encountered and continued to the bottom of the borings, depths

4

April 30, 1992 Job No. 03925068

Terracon

ranging from about 14 ' to 19 feet.

WATER LEVEL OBSERVATIONS

The borings were monitored while drilling and immediately after

completion for the presence and depth of groundwater. Water level

observations are shown on the lower left corner of the boring logs .

At these times, groundwater was not encountered In the borings .

However, this does not necessarily mean that these borings were

terminated above the water level. Due to the low permeability of

the cohesive soils and shale bedrock encountered in the borings,

long periods of time may be necessary for groundwater levels to

stabilize in the bore holes. Long-term observations in piezometers

or observation wells, sealed from the influence of surface water,

are often required to define groundwater levels in soils of this

type.

Groundwater level fluctuations and the possibility of perched

groundwater can occur due to the seasonal variations in the amount

of rainfall, run-off and other factors not apparent at the time the

borings were drilled. The possibility of groundwater level

fluctuations and the presence o f perched groundwater should be

considered when developing the design and c onstruction plans for

the project.

ANALYSIS AND RECOMMENDATIONS

site preparation

site preparation should include removing the topsoil and other

unsuitable surface materials. Bas e d on the bor i ng information, a

5

April 30, 1992 Job No. 03925068

Terracon

stripping depth of about 6 to 9 inches should be expected for most

of the proposed construction area. However, deeper stripping could

be required in some areas, and it is recommended that the actual

stripping depths be evaluated by a representative of the

geotechnical engineer at the time of construction .

Following site stripping, the exposed subgrade within the new

building and pavement areas should be proofrolled to evaluate their

suitability for placing new fill or support i ng footings, floor

slabs and pavements. Proofroll ing aids in del ineating soft or

unstable areas that may exist below subgrade level. Unsuitable

areas observed at this time should be undercut and replaced with

select fill, placed and compacted as recommended below.

Proofrolling may be accomplished with a fully loaded, tandem axle

dump truck or other equipment providing an equivalent subgrade

loading. A minimum gross weight of 25 tons is recommended for the

proofrolling equipment.

After proofrolling, but before placing any fill,

subgrade should be scarified to a minimum depth of 8

the exposed

inches. The

moisture content of the scarified zone should be adjusted to at

least the material's optimum moisture content, determined according

to ASTM Specification D-698, the Standard Proctor Procedure . The

scarified zone should then be compacted to a t least 95% of the

material's maximum dry density determined acco rding to the above

ASTM Specification.

All fill and backfill used at the s ite should consist of approved

granular, or low plasticity cohesive materials that are free from

organic matter and debris. Low plasticity, cohesive fill should

have a liquid limit less than 40% and plasticity index less than

6

Aprii 30, 1992 Job No. 03925068

Terracon

18%. Granular fill should have at least 15% material passing the

number 200 sieve. Based on the boring information, the ma jority of

the on-site soils are generally not suitable for use as structural

fill wi thin the top 2.5 feet of the floor slab subgrade. The

suitability of any off-site soil for use as fill should be

evaluated prior to construction to verify its low volume change

characteristics.

Fill should be placed in lifts, not exceeding 9 inches of loose

thickness. The scarified soils and fill placed in the upper 8

inches of the pavement subgrade and below the footings bearing

elevations should be compacted to at least 98% of the material ' s

maximum standard proctor dry density (ASTM D-698). All other site

fill should be compacted to at least 95% of the material's maximum

standard proctor dry density. Cohesive fill should be compacted at

a moisture content equal to or slightly above the optimum value

determined in the standard proctor procedure. Granular fill

should be placed and compacted at a workable moisture content.

Footing Foundations

Based on the subsurface conditions encountered , footing foundations

bearing in the native, stiff to hard, red-brown lean to fat clay

and shaley lean to fat clay or properly compacted fill can be used

to support the proposed bu ilding. However, the near-surface,

native, dark brown medium lean clay encountered in boring B-4 has

a relatively low strength and high moisture content . These soils

are considered unsuit a bl e

foundations. If these soil

for direct support of

condi t ions are encountered

footing

in the

footing excavations, the excavations should extend through the low

strength soils. The footings could then be constructed at a lower

7

April 30, 1992 Job No. 03925068

Terracon

bearing elevation or the overexcavated materials could be replaced

with compacted fill. If compacted fill is us e d to backfill the

excavation, the undercut areas should extend lateral ly at least 8

inches beyond the edges of the footings for each 12-inc h depth of

overexcavation below the foundation bearing level. The

overexcavated material should be rep laced and compacted as

recommended in the "S ite Preparation" section of this report .

Footing foundations supported on approved stiff to hard native

cohesive soils or newly placed, engineered fill can be designed

using a maximum net allowable bearing pressure of 2,500 psf . This

is the pressure at the foundation bear i ng level in excess of the

minimum surrounding overburden pressure.

No unusual problems are expected to extend footings into the native

cohesive soils or engineered fill . Due to the moderate to high

plasticity of the cohesive bearing so ils, care should be taken to

minimize wetting or drying of the exposed bearing materials . This

can most easily be accomplished by placing concrete shortly after

the excavation is completed. Loose or disturbed soils should be

removed from the footing excavations before placing reinforcing

steel or concrete.

Exterior footings and footing s in unheated areas should be located

at least 3 feet below final exterior grade. This minimum depth

will reduce moisture variations in the bearing soi ls below footings

and will provide frost protection. He recommend using minimum

widths of 30 and 1 6 inches for isolated co lumn footings and formed

continuous foundations, respectively.

Anticipated long-term settlement of footing foundat ions designed

8

April 30, 1992 Job No. 03925068

Terracon

and constructed as recommended above should be in the order of 3/4

inch. Differential foundation settlement can approach 1/2 inch.

Drilled Pier Foundations

If it is desired to use a higher design bearing pressure, reduce

the adverse affects of the moderately to highly plastic cohesive

soils and reduce the amount of differential foundation settlement

within the structure, a drilled pier and grade beam foundation

system bearing in the weathered shale can be used to support the

proposed building. Drilled piers should extend through the

overburden soils and pene trate a minimum of 2 feet into the soft to

moderately hard, red-brown to light gray, weathered shale bedrock

encountered in the borings below depths of about 9 to 14 feet .

Drilled piers extending at least 2 feet into the soft to moderately

hard weathered shale can be designed using a maximum net allowable

total load bearing pressure of 20,000 psf. Due to variations in

the depth to suitable bearing materials, we recommend that a

representative of the geotechnical engineer be present at· the site

during pier construction to evaluate that materials at the base of

the excavations are suitable for the design bearing pressure.

Additional pier capacity ca n be developed by assigning an allowable

side friction value of 2 ,000 psf to that portion of straight shaft

drilled piers penetrating more than 2 feet into the soft to

moderately hard, weathered shale.

Because of the moderate to high plasticity of the near-surface

cohesive soils and their potential for volume change, a minimum 4-

inch void space should be provided between the bottom of the grade

beams and the underlying soils. Sui table protection should be

9

April 30, 1992 Job No. 03925068

Terracon

placed along the 'sides of the grade beams to prevent future filling

of the void space . Perimeter grade beams should extend at least 2

feet bel ow the adjacent ground surface to provide frost protection.

We recommend that drilled piers h ave a minimum shaft diameter of 18

inches. Loose or disturbed materials in the excavation bottom

should be removed before placing concrete. I f the drilling

equipment used is not capable of satisfactorily cleaning the bottom

of the hoes, a large shaft diameter may be r equired to permit hand

cleaning.

Based on the soil and groundwater conditions encountered at the

time the borings were drilled, temporary cas ing should not be

required to construct the piers.

Long-term settlement of drilled piers designed and constructed as

recommended above should be less than 1/2 inch.

Floor Slab subgrades

The near surface native soi ls encountered at the site generally

have mode rate to high plasticity characteristics. These soils are

expected to exhibit significant volume changes with variation in

the subgrade moisture content. Therefore, these near- surface soils

are considered unsu itabl e for providing direct support for floor

slabs. Procedures are recommended b elow for developing a non­

volume change zone beneath the fl oor slabs.

Subgrade preparation procedures including stripping, proofrolling,

scarification, and compaction of the subgrade prior to placing new

fill are discussed in the "Site Preparation" section of this

10

April 30, 1992 Job No. 03925068

Terracon

report. To provide 'adequate s upport for floor slabs, we recommend

that a min imum 3D-inch thickness of low plasticity, n on-volume

change material be constructed immedia tely beneath the floor slabs.

This will require undercutting the moderate to high plasticity

soils to construct the non-volume change zone. Imported soils for

cons tructing the non-volume change thi ckness should consist of low

plasticity cohesive soils h a ving a liquid 1 imi t less than 4D

percent and a plasticity index less than 18 percent. As an

alternate to imported soils the native soil s could be removed,

modified with lime or fly a s h and r ep laced. Our experience with

similar soils indicates that 5 to 7 percent hydrated lime or 15 to

17 percent class "e" fly ash s hould be expected to a c hieve the

desired degree of modification. Imported fill or modified site

soils should be placed and compacted according to the

recommendations for compacting fill, presented in the "site

Preparation" section of this r eport.

In addition to close moisture and density control of the non-volume

change fill beneath the floor slabs, care should be taken to design

and construct positive surface drainage which will divert water

away form the building area. The moistu re levels re comme nded for

compaction should be maintained in the subgrad e until floor slabs

are constructe d.

Using the r e commended thickness of non-vol ume c h a nge soil

immediately b e neath the floor s labs should r esult in the floor

slabs being adequately supported, and the potential for floor slab

movement should be reduced. However, because of the depth of the

moderate to high plasticity cohesive soils encountered in the

borings, the posslbility of some fu ture movements due to moisture

variations in the plastic soils would still exist. Using a greater

11

April 30, 1992 Job No. 03925068

thickness of non-volume change

Terracon

fill beneath the floor slabs or

structural floor slabs would need to be implemented to further

reduce the risk of slab movement due to subgrade volume changes.

Pavement subgrades

The pavement subgrades should be prepared as discussed in the "site

Preparation" section of this report. Based on the expected grades

to be developed throughout the paved areas, the pavement subgrade

will consist of either on-site cohesive soils or imported fill. If

moderately to highly plastic cohesive soils comprise the pavement

subgrade, we recommend a lime or fly ash modification procedure, as

described for the floor slab subgrade, be used to modify the top 8

inches of the pavement subgrade. The modification procedure will

improve the subgrade strength and reduce the amount of pavement

distress as a result of subgrade volume changes with variation in

moisture content. We recommend that the top 8 inches of improved

pavement subgrade be compacted to at least 98% of the maximum

standard proctor dry density to develop a denser and stronger

subgrade.

Assuming the pavement subgrade will be constructed as recommended

above and without any specific loading information, the following

minimum pavement sections can be considered for this project. All

materials specified are refere nced to the Oklahoma Department of

Transportation Specification for Highway Construction.

12

April 30, 1992 Job No. 03925068

MINIMUM

section I

Portland Cement Concrete (3500 ps.i., Air Entrained)

section II

Full Depth Asphalt Concrete

Minimizing subgrade

subgrade strength.

Terracon

PAVEMENT RECOMMENDATIONS

Light Parking Drive Areas

5.0 " Concrete 6. 0" Concrete 8.0" Modified 8 .0 11 Modified

Subgrade Subgrade

2.0" Type "e" 3.0" Type tiC" Surface Surface

4.0" Type itA" 5.0 " Type HAt!

Base Base 8.0" Modified 8.0" Modified

Subgrade Subgrade

saturation is an important factor in maintain i ng

Water allowed to pond on or adjacent to the

pavements could saturate the subgrade and cause premature pavement

deterioration. The pavement should be sloped approximately 1/ 4 inch

per foot to provide rapid surface drainage and positive surface

drainage should be maintained away f r om the edge of the paved areas.

Design alternatives that would reduce the ri sk of subgrade saturation

and improve long term pavement performance would include c rowning of

the pavement subgrades to drain toward the edges , rather than the

center of the pavement areas and i nstalling perimeter subsurface

drains next to any areas where surface water could pond.

The above pavement sections are minimums and as such, some per iodic

maintenance should be e xpected. Periodic mainte nance would extend

the service li fe of the p a vements and should include patching and

repair of deterio r ated areas, crack sealing and surface sealing.

Also thicker pavement sections could be used to reduce the required

maintenanc e and extend the se r vice life o f the pavements .

13

Aprii 3D, 1992 Job No. 03925068

GENERAL COMMENTS

Terracon

The analysis and recommendations presented in t his report are based

upon the data obtained from the soil borings performed at the

indicated locations and from any other information discussed in this

report. This report does not reflect any variations which may occur

between borings or across the site. The nature and extent of such

variations may not become ev ident until construct ion. If variations

appear evident it will be necessary to reevaluate the recommendations

of this report.

It is recommended that the geotechnical engineer be given the

opportunity to review the plans and specifications so that comments

can be made regarding the interpretation and implementation of our

geotechnical recommendati ons in the design and specifications. It is

further recommended that the geotechnical engineer be retained for

testing and observation during earthwork and foundation construction

phases to help determine that the design requirements are fulfilled.

This report has been prepared for the exclusive use of our client for

specific application to the project discussed and has been prepared

in accordance with generally accepted geotechnical engineering

practices . No warranties, express or implied , are intended or made .

In the event that any cha nges in the nature, design or location of

the project as outlined in this report are planned, the conclusions

and recommendations contained in this report shall not be considered

valid unless the changes are reviewed and the conclusions of this

report modified or verified in writing by the geotechnical engineer.

14

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GENERAL NOTES

DRILLING & SAMPLING SYMBOLS: SS ST PA HA DB AS HS

Split Spoon· B. ' 1.0., 2" 0 .0 ., unless otherwise noted Thin·Walied Tube· 2" 0 .0. , Unless otherwise noted Power Auger Hand Auger Diamond Bit - 4", N, B Auger Sample Hollow Stem Auger

PS WS FT RB BS PM DC WB

Piston Sample Wash Sample Fish Tail Bit Rock Bit Bulk Sample Pressuremeter Dutch Cone Wash Bo re

Standard " N" Penetration : Blows per foot o f a 140 pound hammer falting 30 inches on a 2 inch 00 split spoon , except where noted .

WATER LEVEL MEASUREMENT SYMBOLS: W L WCI DCI AB

Water Level Wet Cave In Dry Cave In After Boring

WS WD BCR ACR

While Sampling While Dri lling Before Casing Removal After Casing Removal

Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious so ils , the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate deter· minati 'Jn of ground water levels is not possibl e with only short term observations.

DESCRIPTIVE SOIL CLASSIFICATION: Soil Classification is based on the Unified Soil Classification System and ASTM Designat ions 0·2487 and 0·2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they me described as: boulders , cobbles, gravel or sand . Fine Grained Soils have less than 50% of their dry we ight retained on a #200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non·plastic. Major can· stituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation , coarse grained soils are defined on the basis of their relative in·place dens ity and fine grained soils on the basis of their consistency. Example : Lean clay with sand , trace gravel , st iff (CL); s ilty sand , trace gravel, med ium dense (SM).

CONSISTENCY OF FINE·GRAINED SOILS:

Unconfined Compressive Strength, Qu, psf

< 500 500 . 1,000

1,001 . 2,000 2,001 . 4,000 4,001 . 8,000 8,001 ·16,000

> ·16,000

Consistency

Very Soft Soft Medium Stiff Very Stiff Hard Very Hard

RELATIVE PROPORTIONS OF SAND AND GRAVEL

Descriptive Term(s) (of Components Also

Present in Sample)

Trace With Modifier

Percent of Dry Weight

< 15 15 . 29 > 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) (of Components Also

Present in Sample)

Trace With Modifier

Percent of Dry Weight

< 5 5 . 12

> 12

RELATIVE DENSITY OF COARSE·GRAINED SOILS:

N·Blowslft.

0·3 4·9

10·29 30-49 50·80 80 +

Relative Density

Very Loose Loose Medium Dense Den se Very Dense Ext reme ly Den se

GRAIN SIZE TERMINOLOGY

Major Component Of Sample

Boulders

Cobbles

Gravel

Sand

Silt or Clay

Size Range

Ove r 12 in. (300mm)

12 in . to 3 in. (300mm to 75mm)

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

#4 to #200 si eve (4.75mm to 0.075mm)

Passing #200 sieve (0. 075mm)

'---_________ lrerracon---/ Form 108 - 6·85

GENERAL NOTES

Sedimentary Rock Classification

DESCRIPTIVE ROCK CLASSIFICATION:

LIMESTONE

DOLOMITE

CHERT

SHALE

SANDSTONE

CONGLOMERATE

Sed imen tary rocks are composed of cemen ted clay, si lt and sand sized particles. The most common minerals are clay, quartz and calcite. Rock composed primarily of calc ite is cal led limestone; rock of sand size grains is called sandstone, and rock of clay and si l t size grains is called mudstone or claystone, si lt stone, or shale. Modifiers such as shaly, sandy, dolomi tic, calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone.

Light to dark colored, crystalline to fine-grained texture, composed of CaCo" reacts readily with HC!.

Light to dark colored , crystalline to fine-grained texture, composed of CaMg(CO,)" harder than limestone, react s with HCI when powdered .

Light to dark co lored , very fine-grained texture, composed of micro-crys talline quartz (SiD,), brittle, breaks into angular fragments, will scratch glass.

Very fine-grain ed texture, composed of consolidated silt or c lay, bedded in thin layers. The unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone.

Usuall y light colored, coarse to fine texture, composed of cemen ted sand size grains of quartz, feldspar, etc. Cement usually is silica but may be such minerals as calci te, iron-oxide, or some other carbonate.

Rounded rock frag ments o f variable mineralogy varying in size f rom near sand to boulder size but usually pebble to cobb le size (112 inch to 6 inches). Cemented together with vari ous cementing agents. Breccia is similar but composed of ang ular, fractured rock particles cemented toget her.

DEGREE OF WEATHERING:

SLIGHT Slight decomposition of parent material on joints. May be color chan ge.

MODERATE Some decomposition and co lor change throughout.

HIGH Rock high ly decomposed, may be ex tremely broken.

Classification of rock materials has been estimated from disturbed sam ples.

Core samples and petrographic analysis may reveal other rock types.

'---_________ llerracon __ Form 109 - 6-85

lOG OF BORING NO. B-1 Page I of I OWNER ARCH ITECT/ ENG INEER

Moore Public Sc hool.< RGDC , Inc .

SITE PROJECT Moore, Oklahoma Propose d Moorej77 Elementary School

(!) o .J

U H r 0. <I c: (!)

m ,

DESCRIPTION

A ......... Surface Ele\'.: 1199.8 1'1. FTIT TF'A'NTO FA:'r n .A Y Dark Bro wn To Gra y Brow n

1197 . .1 1! ~~2~.5~ ________________________________ C~~~"-i FAT CLAY Dark Brown To Brown

5.0 Stiff

BOTTOM OF BORI NG

1194.8

I I

1 , ~

>-U. ~

I I-0. w 0

-

I THE STRATIFICAT ION LlNES REPRESENT '; i-IE APPROXIMATE BOUNDARY LINES IBET WEEN SOIL AND ROCK TYPES; IN -SI1u, THE TRA NSITION MAY BE GRADUAL.

~"M'" '"'" TESTS

I .J X >-0 f- f- 0 ID U. H W

" >- w (1) zr >- cr z, cr Z Hf-(1) cr w :;) W U.(!)

W co ' (1) I- 0 ZZ (1) ID W 0 3 (1) OW U " 0. U 1-0 H >-u. ucru. Ul :;) >- W 0..J 0 C:U Zf-(1) :J Z >- c: (1)" " DO. :;)(1)0.

IPA I SS 7 3 12 1.0 3000'

IrA

EH 21 ss 10 9 [20. 1 4000' LL=5 1% 1 PI.= 1 <;%

PI=36%

I I

I

Calibrated Hand Penetrometer*

WATER LEVEL OBSERVAT IONS I BORING o· ... o-r~" -4-25-92

~W __ L--l--lN __ O_N __ E ______ W_D--I~ ___ O_N_' E ______ A ___ B , , r~ r r ac anR B.OI ClUNG COMPLETED

WL II:; CME-75 FOREMAN RS 1'-' -000" A-"'~ ED~A":",,:s--+1 JO- B#-O-3925-;I06-----1S

4-25-92

LOG OF BORING NO. B-2 Page 1 of 1

OWNER ARCHITECT j EN GINEER

Moore Public Schools RGDC, Inc.

SITE PllOJECT

Moore. Oklahoma d ~ '100ref7 7 Elementary School TESTS

CJ ~ .J " ~

a a f- f- a .J f- III

i ll. H W

ll. I: W ., ZI U DESCRIPTION ~ Z , 0: Z Hf-H

., 0: :J W ll. " I I W ,., f- a ZZ 0. f- ., III W ! :3 ., OW ([ 0. U I: 0. f-O H ~ll. UO:ll.

0: "nnrnv Surface [IeI'.: 1199.~rl.

w ., :J ~ o..J 0 o:u Zf- "

" 0 :J Z f- a .,1Il I: DO. :J.,o. . _._. -_. - ,--- ._" PA

FILL - LE AN CLA Y .. -

I SS 5 3 19.8 4000'

Dark Red- Bro wn - PA 3.5 11 95.9 -

5.0 Red-Brown T o ~rny I 194.4 = I~~ 21 SS 10 2 1 15 .3 5000' 'l;

\Very Stiff j BOTTOM OF BOR ING

I

i i , I ,

i , !

I I

I I I I

I I

i I I : ,

'. I

IFICATION LI NES RE PRESE NT THE APPR?XiMATE BOUNDARY LINES Cali bra ted Hand Penetrometer*

D<O SOIL AND ROCK TYPES: I N- SITU, THE TRANSITION lMY BE GRADUAL.

,,{AT"" LEVEL OBSERVATIONS BORING STM,,",u 4-25-92

WL ~ONE WD I .. , ~. E AB lrerracon BORING COM PLETED 4-25-92

IWL lU G CME-75 FO REMAN RS

LWL IAPPROVED AIS 1 JOB # 03925068

lOG OF BORING NO. B-3 Page 1 of 1 OWNER ARCHITECT/ENGINEER

Moore Public Schools RGDC, Inc.

SITE PROJECT

Moore Oklahoma D, , ~ :/77 EI School TESTS

C!l ~ -' x >-0 0 l- I- 0 -' I- W IL H W

IL :E >- W (() ZI U DESCRIPTION ~ >- 0: Z' c: Z HI-H (() 0: W :J W IL'" I I W :J '(() I- 0 ZZ "- I- (() W W 0 3 OJ OW ([ "- U :E "- U 1-0 H >-IL UO:IL 0:

A . Surface Eley.: 1201.3fl. w (() ::0 >- W "--' 0 0:" ZI-(I)

C!l 0 ::0 Z I- 0: (()W :E DO. ::0(1)"-

1.0 3" [opsoil 1200.3 =

PA ' LEAN CLAY. Dark Brown I \

-

-= CH I SS 18 7 21.7 2000' LL=S2%

FAT CLAY, TRACE GRAVEL PL= IS% Red-Brown, Stiff

= PA PI=37%

6.0 119S.3 S _

CH 2 SS 18 36 18,8 9000' -

SHe-LEY LEAN TQ FAT CLAY -= PA

Red-Brown To Light Gray -9.5 Hard 1191.8 - ~~ 3 SS 18 I~~~~:: 11.5 9000'

10 -- IPA -

= I -= I +WEATHERED S!::!ALE 4 ISS 1 ISOI1" 70

I

Red-Brown 15-= PA Soft To Moderately Hard

= b = ~ -~ ~ 18,9 1182.4 - 5 I SS 5 150/ S" 10.8

BOTTOM OF BORING

+Classification based on identification of disturbed samples, Core sa mples and petrographic analyses may reveal other rock types,

THE STRAT I F I CAT ION LI NES REPRESENT THE APPROX I MATE BOUNDARY LI NES Calibrated Hand Penetrometer* BETWEEN SOIL AND ROCK TYPES: IN· SITU, THE TRANSITION MAY BE GRADUAL .

WATER LEVEL OBSERVATIONS BORING STARTED 4-24-92

WL ~m WD ~ONE AB lrerracon BORING COMPLETED 4-24-92

WL RIG CME-75 FOREMAN JW

lWL AIS JOB # n'01"n,,~

lOG OF BORING NO. B-4 Page 1 of 1 OWNER ARCHITECT/ENGINEER

SITE

" o .J

U H I a. <I 0:

"

Moore Public Schools

Oklahoma

DESCRIPTION

9" T~~s~~1 LEAN CLAY

Elev.: 1197.2 ft.

3.0 Dark Brown, Medium

LEAN TO FAT CLAY

7.0 Stiff

SHALEY LEAN TO FAT CLAY

1194.2

1190.2 I Red-Brown

~~_.c:.9=-. .. ORed-Brown. Very Stiff \L-__________________ ~

1188 .2

I

14.0

+WEATHERED SHALE Red~Brown

Soft

BOTTOM OF BORING

+Classification based on identification of disturbed samples. Core samples and petrographic analyses may revea l other rock types.

11 83.2

l­lL ~

I I­a. W D

---

.J o m I: >­III

III U III :::J

J - iCL - rH

-= -- CL

10- CH ------

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES 10"'w«0 SOIL AND ROCK TYPES: IN 'SITU, THE TRANSIT ION MAY BE GRADUAL.

"",,,,n.LEYEL ,~o "'~

RGDC, Inc.

:/77 Elementary School ""MPI F" TESTS

>-l­lL

'" Z "-0: W W :> I (f) m W 0 3 E D. 0 1-0 J}-Wc.....J Z I- a: (f)1D

W 0: :::J I­fJ) H o I:

1 SS 10 3 20.5

PA

2 SS 13 II 15.5

PA

31SS 12110/6"116.6

41SS 6IS0 / 6" I IIR

>-I- 0 H W fJ) ZI Z HI-W IL" o ZZ ow >-u. oa::u.. 0::0 Z~(() Dc.. :::J(f)[l

2500'

9000'

9000'

Calibrated Hand Penetrometer*

l"lln""", STARTED A

WL I~UNr. AB , r: BOlliNG COMPLETED 4-26-92 I-W- L+------+-------l .erracon RIG CME-75 FOREMAN RS

l-lW--+-L---L-----i IAPPROYED AIS IJOB # 03925068

WD

LOG OF BORING NO. B-5 Page I of I OWNER ARCHITECT/ENGINEER

Moore Public Schools RGDC Inc. SITE rKV'~v'

Moore, Oklahoma couvosen Moore/77 Elementary School s'" PI F ' TESTS

C!I ~ -' x r 0 0 .... I- 0 -' .... lD IL H W

IL E r W UJ ZI () DESCRIPTION ~ r Ir Z, Ir Z HI-H UJ Ir W :J W ILC!I I I W :J 'UJ I- 0 ZZ "- I- UJ lD W 0 3 III OW <I "- () E "- () 1-0 H rlL UlrlL Il: • Surface Elev.: 1201.2 ft.

w III :J r w "--' 0 Il:U ZI-ill C!I 0 :J Z l- ll: IIllD E 0"- :J1Il"-

6" IOPSOIJ - PA LEe.~ TQ EAT CLAY, -

-TRACE GRAVEL - ~~ I [SS 12 6 [19.6 3000' Red-Brown, Stiff -

4.5 1196.7 [PA

S ~ ~~ 2 ISS IS 14 II.S SOOO'

SHe.LEY LEAN 1Q FAI eLI'. Y -Red-Brown - PA -Hard -

9.5 1191.7 - I~~ 3 SS 17 ~~~~:: 13.3 9000' 10 -

:: IPA

:: -:::

+WEATHERED SHALE 4 SS II SO/S" 113.S Red-Brown

IS -= PA ~ Moderately Hard To Soft ~

--

1= -

I -

i== --

~ 19.0 IIS2.2 s ss Ii l'io/Ii" 110 ?

BOTTOM OF BORING

+C1assi fication based on identification of disturbed samples. Core samples and petrographic analyses may reveal other rock types.

THE STRATIFICATION lINES REPRESENT THE APPROXIMATE BOUNDARY lINES CaLibrated Hand Penetrometer* BETYEEN SOIL AND ROCK TYPES: IN · SITU . THE TRANSITI ON MAY BE GRADUA L.

WATER LEVEL OBSERVATIONS !R()RTNC! .<'1'.1 R'I'F.n 4·24-92 WL It; WD ~ONE AB lrerracon BORING COMPLETED 4- 24-92

WL RIG CME-75· FOREMAN · JW

cWL AIS JOB # 01Q'''Q68

lOG OF BORING NO. B-6 Page 1 of 1 O W NER A'

'~v i / ~"u"'~~n Rr.nr Moore Public Schools Inc .

SITE P ROJECT

Moore , Oklahoma Proposed Moore/ 77 Elementary School TESTS

'" ~ -' x >-0 0 f- f- 0 .J f- Ol "- H W

"- >:: >- w Ul ZI U DESCRIPTI ON ~ >- a: z' a: Z Hf-H Ul a: w :::> w "-'" I I W :> 'm f- 0 ZZ U. f- m Ol w 0 3 m ow <I u. U 1:: U. U f-O H >- "- ua:1L a: • ",urface E1ev .: 12Q3.8 ft. .

w Ul :::> >- w u.-, 0 a:u Zf-Ul

'" 0 :::> Z f- a: UlOl 1:: ou. :::>UlU.

6" Topsoil = i

PA LEA~ TQ FAT CLAY, -TRACE GRA VEL - I~~ I SS 18 9 [22.6 3000' Red - Brown, Stiff -

= PA

5.5 1198.3 5

I~~ 2 SS 18 16 [17.9 5000' --- PA

--- i~~ 3 SS 18 35

114.6 9000'

SHALEY L:EA N TQ FAT CLAY -Red-Brown

v _

PA Very Stiff To Hard =

~ -

1189.8 14.0 - :L 4 ISS 10 26/ 6" 10.6 9000'

+WEAI HEB.ED SHALE 15 - CH [PA 50/ 4"

-

~ Red- Brown Moderately Hard To Soft -

-~ -~ 19.0 1184.8 , Iss Ii 1,0 / 1i" 110 ?

BOTTOM OF BORING

+Class ification based on identification of disturbed samples. Core samples and petrographic analyses may re veal other rock types.

,

THE STRATIFICATION LINES REPRE SENT THE APPROXIMATE BOUNDARY LINES Ca l i bra ted Hand Penet rometer* 1""weeN SOi l AND ROCK TYP ES: IN· S ITU, THE TRANSIT ION MAY BE GRADUA L.

LEVE L OBSERVATIO NS 1° .<'1'AR'1'F n 4-24-92

WL In WD AB lrerracon I " "'''''' '' C OMPLETED 4-24-92 ,~

WL [RIG CME-75 F O REMAN JW

LWL ,vt;U AIS J O B # 03925068

LOG OF BORING NO. B-7 Page 1 of 1 OWNER H>,

,~v .,

Moore Public Schools Inc. SITE PROJECT

Moore, Oklahoma Proposed ,/77 EI .rv School """PI F'

'" ~ ..J " >-0 0 l- I- 0 ..J I- m "- . H W

"- :E >- W fI) Z1: U DESCRIPTION >- I> Z, I> Z HI-H II) I> W :J LU "-'" 1: 1: LU :J III) I- 0 ZZ a. l- II) 01 LU 0 3 fI) OW <I a. U r: a. U 1-0 H >-"- UI>"-I> Arnrnv ~ Elev.: 1200.1 ft.

LU II) :J >- W o...J 0 I>U ZI-II)

'" 0 :J Z l- I> 11)01 :E 00. :JlI)o.

6" Topsoil - PA LEAN CLA Y. TRACE -

-GRAVEL ~I I ISS 18 16 18.8 9000' LL=380/0

Red-Brown - PL=140/0 4.5 Very Stiff To Hard I 195.6 - PA PI=240/0

5 -- ~t 2 ISS 18 21 16.0 9000' -

SHALEY LEAN TO FAT CLAY - PA -

Red-Brown To Light Gray -Hard - CL 3 SS 18 81 112.0 9000'

10 - rH 11.0 I 189.1 - IPA

-I -E -~ -

~ -

+WEl\, THEISED Sl::!ALE 4 SS 6 150/6" 110.6 ~ Red-Brown To Light Gray

15-= PA ~ Soft ~ -

~ --

~ -g -

~ -

19.0 118!.1 5 SS Ii 'iO/Ii" 144

BOTTOM OF BORING

+Classifica tion based on identification of disturbed samples. Core samples and petrographic analyses may reveal other rock types.

THE STRATIFICATION LINES REPRESENT APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer* BET~EEN SOIL AND ROCK TYPES: IN· SITU , THE TRANSITI ON MAY BE GRADUA L.

WATER LEVEL . v A UV", DV"-U''-' 'L 4·24-92

WL ,~ .. WD '" AB 1;rerracon ,<.; C?MPLETED 4-24 92

WL RIG CME-75 FOREMAN JW

,WL APPROVED AIS I JOB #

LOG OF BORING NO. B-8 Page 1 of 1

OWNER '~v'l

Moore Public Schools Dcor Inc.

SITE nnn,,",-,,

Oklahoma Moore/77 ",. School ""'MPI F"

Cl ~ -' " r 0 0 l- I- 0

-' I- ID .. ui' H UJ .. I: r Ol ZI U DESCRIPTION v r I> Z' I> Z HI-H Ol I> UJ ::l OJ .. Cl

I I UJ :> 10l I- 0 ZZ 11 I- oo ID UJ 0 3 Ol OUJ

<I 11 U I: 11 U 1-0 H rLL UI>LL

I> dnnrnv Sur Elev.· 1100 .8 ft.

UJ oo ::l r UJ 11-' 0 I>U ZI-OO Cl 0 ::l Z l- I> OlID I: 011 ::lOlIl

~ 9" Topsoi l IPA

LEAN CLAY leL I SS 8 5 124.2 7000' LL=45% -

Dark Brown, Stiff PL=J7% - IPA PI=28%

3.5 1197.3 -

5,0 Do". :OM"',!, -Very Stiff J J 95.8 ~ = I~~ 2 SS 18 13 115.3 9000'

BOTTOM OF BORING

,

THE STRATifiCATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer* BET~EEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.

""ATE~'LEVEL OBSERVATIONS BORING ,.~ 4-25 92

WL 'iNONE WDI ttUl'IEW AB lrerracon DORING COMPLETED 4-25-92

IWL IRIG CME-75 ... RS

lWL I. cUVJ:;V AIS [JOB #

UNIFIED SOIL CLASSIFICATION SYSTEM

Soil Class i f ication Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA

Group Group NameB

Symbol -_.- ------ _. _---. Coarse-Grained Soils Gravels Clean Gravels CU2:4andl~Ccs3E GW Well-graded gravel F

More than 50% retained on More than 50% 01 coarse Less than 5% linese > Cc > 3E Poorly graded gravelF

No. 200 sieve fraction retained on Cu < 4 andlor 1 GP . . . _ -- -.

No.4 sieve Gravels with Fines

Fines classify as ML or MH GM Sil l y gravelF G. H

More than 12 % linese Fines classify as CL or CH GC Clayey gravel F, G. H

--- - ---Sands Clean Sands Cu ~ 6 and 1 s Cc S 3E SW Well -graded sand i 50% or more of coarse Less than 5% linesE

Cu < 6 andlor 1> Cc > 3E fraction passes SP Poorly graded sandi

------~-- -~-~~----~~--~-

No.4 sieve Sands with Fines

Fines classify as ML or MH SM Silly sandG. H, I

More th an 12 % tinesD Fines classify as CL or CH SC Clayey sandG. H. I

....... , •. -- - - -_._- ------

Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A" lineJ CL Lean c1ayK. L. M

50% or more passes the Liquid l imit less than 50 PI < 4 or plots below "A" lineJ ML SiltK, L. M

No. 200 sieve -~- - -

organic Liquid limit - oven dried

< 0.75 OL Organic clayK, L, M. N --- ~-

Liquid limit - not dried Organic 5i11 K, L, lVI, 0 --_._- ---

Silts and Clays inorganic PI plots on or above "A" line CH Fat c1ayK, L. M

Liquid l imit 50 or more PI plots below "A" line MH Elastic silt K. L, M

--organic

Liquid limit - oven dried < 0.75 OH

Organic c1ayK. L, M, P

liquid limit - not dried Organic siltK. L, M, 0

Highly organic soils Primarily organic malter, dark in color, and organic odor PT Peat

ABased on the material passing the 3-in. ECU = D6(l1D10 Cc '"

(03l Kif soil contains 15 to 29% plus No. 200, add (75-mm) sieve.

010 x D60 "with sand" or "with gravel", whichever is

Brf field sample contained cobbles or Fit soil contains ~ 15% sand, add "with sand" to predominant.

boulders, or both, add "with cobbles or LJf soil contains <!: 30% plus. No. 200 boulders, or both" to group name.

group name. predominantly sand, add "sandy" to group

cGravels with 5 to 12% fines require dual Gil f ines classify as CL·ML, use dual symbol GC- name.

symbols: GM, or SC-SM.

Mif soil contains ~ 30% plus No. 200, GW-GM well-graded gravel with silt Hlf fines are organic, add "with organic fines" to predominantly gravel, add "gravelly" to group GW·GC well-graded gravel with clay group name. name. GP-GM poorly graded gravel with silt lit soil contains ~ 15% gravel, add "with gravel " to Npi ~ 4 and plots on or above "A" line. GP-GC poorly graded gravel with clay group name.

°pr < 4 or plots below "A" line. DSands with 5 to 12% fines require dual JJj Atterberg limits plot in shaded area, soli is a CL-

PPI plots on or above "A" line. symbols: ML, silty clay. SW·SM welt-graded sand with silt °pr plots below "AU line.

SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay

60

For classification of tine-grained soils iL I / /

/ and fine·grained fraction of coarse· grained soils ' " 50

. ,---- """~- ,,,,y -~.- --- -- .-

Equation of "A" - l ine vI" - Horizontal at PI '" 4 to LL = 25.5. "~/ Q'<' ~ then PI '" 0.73 (LL . 20) EZ "~ X 40 - .. _.- r- --- O<?- ----------W Equation of "U H

- line ./ 0 Vertical at LL '" 16 to PI '" 7.

/ d'i/ Z then PI == 0.9 (LL . 8) " - - i--r---->- 30 " ·-----7 -- -/r -

t:: " +-u

;:: i "OV . " UJ 20 - - +- '- -- / -- O<?- ---« --' ~ / (;V MH OR OH "-

-7 "-,

10 --- ----- - - -- -~

-- / 7 CL-ML / ' / MLoROL

4/ !

I I 0

0 10 16 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT (LL)

] lerracon __ Form 111~6·85