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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
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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
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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
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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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~JO~b~#~03~92~50~68~ ____ ~IDa~te~A~pr~il~19~92~ __ ~I~D~ra~w~n~AI~S ______ ~) 'rE!rrCJC:[)I1~ Form 104-6·65
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