Park West CC(15.1)-SY 940730reed engineering__
PROJECT NO. 1920.1
JULY, 1994
GEOTECHNICAL INVESTIGATION
PROPOSED WAREHOUSE
AIRLINE DRIVE
COPPELLt TEXAS
Presented To:
LONE STAR PLYWOOD & DOOR CORPORATION
IRVING, TEXAS
GEOTECHNICAL CONSULTANTS .
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GEOTECHNICAL CONSULTANTS
July 14, 1994
Project No. 1920.1
Lone Star Plywood & Door Corporation
600 N. Wildwood Drive
Irving, Texas 75061
ATTN: Mr. Danny McQuary
GEOTECHNZC~ INVESTIGATION
PROPOSED WAREHOUSE
AIRLINE DRIVE
COPPELL, TEXAS
Gentlemen:
Transmitted herewith are copies of the referenced report. Should
you have any questions concerning our findings or if you desire
additional information, please do not hesitate to call.
Sincerely,
MK/RFR/aap
copies submitted:
(1) Lone Star Plywood & Door Corporation/
Mr. Danny McQuary
~3) pross design group, inc./
Mr. Mark Pross, AIA, CSI
2424 STUTZ DRIVE · SUITE 400 · DALLAS, TEXAS 75235 · 214/350-5600 · (FAX) 214/350-0019
reed engineering
TABLE OF CONTENTS
P&GE
INTRODUCTION ........................................... 1
Project Description ............................... 1
&uthoriz&tion ..................................... 1
Purpose and Scope ................................. 2
FIELD AND LABORATORY INVESTIGATIONS .................... 2
General ........................................... 2
Field Investigation ............................... 2
L&bor&tor¥ Testing ................................ 3
GENEI~AL SITE CONDITIONS ................................ 4
Geology ........................................... 4
8tr&tigr&ph¥ ...................................... 4
Ground #&ter ...................................... 5
Potential Vertical Movements ...................... 5
AN]~LYSI8 J~ND RECOMMENDATIONS ........................... 6
General ........................................... 6
Foundation Design ................................. ?
Grade Beams/Tilt-Wall Panels ...................... 9
Floor Slab ........................................ 9
Earthwork ........................................ 13
Pavement ......................................... 14
Construction Observation ......................... 15
APPENDIX
PLATE
PLAN OF BORINGS ........................................ 1
BORING LOGS ........................................... 2-9
KEYS TO TERMS AND SYMBOLS USED ...................... 10&ll
LABORATORY TEST RESULTS ............................. 12&13
ABSORPTION PRESSURE-SWELL TEST RESULTS .............. 14-16
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GEOTECHNICAL C O N SU LTANT.~
WATER
TABLE OF CONTENTS
(Continued)
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SPECIFICATIONS
INJECTION OPERATIONS ............................. 1
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GEOTECHNICAL CONSULTANT~
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INTRODUCTION
Project Description
This report presents the results of a geotechnical
investigation performed for a proposed office warehouse to be
located on Airline Drive in Coppell, Texas. The general
orientation of the building is shown on the Plan of Borings,
Plate 1 of the report Appendix.
The project consists of an approximate 120,000-square foot
structure. Tilt-wall construction with a ground-supported
floor is anticipated. Specific structural loads are unknown;
however, column loads associated with typical tilt-wall
construction are generally on the order of 100 to 120 kips.
Typical warehouse floor loads are anticipated. Finished floor
is shown on preliminary grading plans at Elev. 527. Existing
site grades in the building slope from approximate Elev. 527 at
the southwest corner to Elev. 522 at the northeast corner.
Concrete pavement will abut the building on the east and west
sides.
Authorization
This investigation was authorized by Mr. Danny McQuary of Lone
Star Plywood & Door Corporation on May 12, 1994, pending site
access.
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GEOTECHNICAL CONSULTANTS ,
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Purpose and Scope
The purpose of this investigation has been to evaluate the
general subsurface conditions, provide recommendations for the
design of the foundation system, floor slab, and pavement
subgrade, and provide general earthwork recommendations. The
investigation has included drilling sample borings, performing
laboratory testing, engineering and geologic analyses, and
preparation of the geotechnical report.
FIELD AND L~BORATORY INVESTIGATIONS
General
The field and laboratory investigations have been conducted in
accordance with standards and procedures set forth in the 1994
Annual Book of ASTM Standards, Volume 04.08, "Soil and Rock;
Dimension Stone; Geosynthetics". This volume should be
consulted for information on specific test procedures (see ASTM
Field Investigation
Subsurface conditions were evaluated by eight sample borings
drilled to depths of 6 to 36 feet at the locations shown on
Plate 1 of the report Appendix. Borings B-1 through B-5 were
drilled in the area of the proposed building. Boring B-6 was
drilled in the area of the proposed Phase II addition. The
remaining two borings were drilled in areas of site paving.
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GEOTECHNICAL CONSULTANTS,
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Elevations are shown on the boring logs in the right-most
column. Elevations are approximate and were obtained by
scaling from the topographic sheet provided for review.
The borings were advanced between sampling intervals by means
of a truck-mounted drilling rig using wet rotary techniques.
Sample depth, description of materials, field tests, water
conditions and soil classification [Unified Soil Classification
System (USCS), ASTM D-2488] are presented on the Boring Logs,
Plates 2 through 9. Keys to terms and symbols used on the logs
are included as Plates 10 and 11.
Laboratory Testing
Upon return to the laboratory, the samples were visually logged
in accordance with USCS. The consistency of cohesive soils was
evaluated by means of a pocket penetrometer. Results of the
pocket penetrometer readings are presented on the boring logs.
Laboratory tests were performed to evaluate index properties,
confirm visual classification, and evaluate the undrained shear
strength of selected samples. Tests included Atterberg Limits
(ASTM D-4318), moisture content (ASTM D-2216), and unconfined
compression in soil (ASTM D-2166). The results of these tests
are summarized on Plates 12 and 13.
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GEOTECHNICAL CONSULTANTS
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The expansive properties of the upper terrace soil and
underlying weathered shale were evaluated using soil suction
determinations and absorption-pressure swell tests. Suction
test results are shown on Plates 12 and 13. Absorption
pressure-swell tests are shown on Plates 14 through 16.
~ENEI~L SITE CONDITIONS
Geolog~
Geologically, the site is underlain by a thin terrace deposit
overlying weathered grading to unweathered shale of the
Cretaceous Age Eagle Ford Formation. All foundation borings
were extended through both the terrace deposit and the
weathered portion of the Eagle Ford shale. Borings indicate
the upper terrace deposit is on the order of three to eight
feet thick. This information is consistent with conditions in
the general area.
Stratigraphy
For purposes of discussion and design, the stratigraphy can be
divided into three basic zones or strata; upper dark brown and
grayish-brown clays, grayish-brown to yellowish-brown and light
gray, ~weathered shale, and gray to dark gray, +unweathered
shale. Both the upper clays and underlying weathered shale are
~highly plastic. The top of unweathered shale was encountered
at depths of 27 to 30 feet, or approximate Elev. 501 to 493.
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GEOTECHNICAL CONSULTANTS
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Both the upper terrace clays and the underlying weathered shale
are relatively moist, with m~isture contents above the plastic
limits and consistency or s'
penetrometer) below general
below 4 to 4.5 tsf below d
within the upper 10 feet
Moisture below depths of
existence of a shallow g~
using the pocket
~) and
.infall.
to the
Ground Water
Based on post-drilling
ound water
was present at depths of 10 tO ~_ (Elev. 518
to 511) in June, 1994. The upper surface of~0~~round water
generally mimics topography.
The ground water is perched above the unweathered shale within
the upper weathered shale and terrace deposit. The depth to
ground water will fluctuate with variations in seasonal and
yearly rainfall; however, based on experience, the water is
present throughout the year.
Potential Vertioal Movements
Potential Vertical Movements (PVM) were evaluated using the
results of the soil suction determinations and absorption
pressure-swell tests and supplemented by use of Texas Highway
Department's Method Tex 124-E. Based on the PVM calculations
and past experience, potential movements are estimated to be on
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GEOTECHNICAL CONSULTANT~ -
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Both the upper terrace clays and the underlying weathered shale
are relatively moist, with moisture contents above the plastic
limits and consistency or stiffness (measured using the pocket
penetrometer) below generally 3 tons per square foot (tsf) and
below 4 to 4.5 tsf below depths of 10 feet. The high moisture
within the upper 10 feet is attributed to seasonal rainfall.
Moisture below depths of about 10 feet is attributed to the
existence of a shallow ground water.
Ground Water
Based on post-drilling water level observations, ground water
was present at depths of 10 to 12 feet below grade (Elev. 518
to 511) in June, 1994. The upper surface of the ground water
generally mimics topography.
The ground water is perched above the unweathered shale within
the upper weathered shale and terrace deposit. The depth to
ground water will fluctuate with variations in seasonal and
yearly rainfall; however, based on experience, the water is
present throughout the year.
Potential Vertia&l Movements
Potential Vertical Movements (PVM) were evaluated using the
results of the soil suction determinations and absorption
pressure-swell tests and supplemented by use of Texas Highway
Department's Method Tex 124-E. Based on the PVM calculations
and past experience, potential movements are estimated to be on
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the order of four inches. The direction of the movement will
be dependent upon the condition of the soil at the time of
construction. If the soils are moist, movement will be
associated with shrinkage. If the soils are dry, movement will
be due to heave. The presenc~ ~ -: ~ter table negates
the potential fo ~-~
5d // F;,~i~; zone.
General
Two types of foun~
piers founded with
founded within the
perform satisfacto]
at a deptht of 29 to 30
; straight-shaft
~derreamed piers
r system should
_ __-~~21~r~hale is located
feet.
Ground water was present at the time of drilling at depths of
about 10 to 12 feet below grade; however, the upper soils are
clayey and seepage into open pier holes should be limited
provided the contractor coordinates pier excavation with
concrete placement. Casing of straight-shaft piers should not
be required provided concrete is placed within about one hour
of pier excavation. This requirement should be reviewed with
the contractor to avoid unnecessary costs associated with
casing.
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GEOTECHNICAL CONSULTANTS --
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the order of four inches. The direction of the movement will
be dependent upon the condition of the soil at the time of
construction. If the soils are moist, movement will be
associated with shrinkage. If the soils are dry, movement will
be due to heave. The presence of a shallow water table negates
the potential for movement below the seasonal zone.
ANALYSIS ~ RECOI~END~TIONS
General
Two types of foundation systems were considered; straight-shaft
piers founded within the dark gray shale, and underreamed piers
founded within the upper alluvial soils. Either system should
perform satisfactory. The top of unweathered shale is located
at a deptht of 29 to 30 feet.
Ground water was present at the time of drilling at depths of
about 10 to 12 feet below grade; however, the upper soils are
clayey and seepage into open pier holes should be limited
provided the contractor coordinates pier excavation with
concrete placement. Casing of straight-shaft piers should not
be required provided concrete is placed within about one hour
of pier excavation. This requirement should be reviewed with
the contractor to avoid unnecessary costs associated with
casing.
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Foundation Design
Straight-Shaft Pier Alternative -
Type - Reinforced straight-shaft piers.
Bearing Material - Gray shale located 26 to 30 feet below
present grade.
Minimum Penetration - Two feet.
Allowable End Bearing - Twenty kips per square foot (ksf).
Allowable Skin Friction - Applicable for portion of pier below
minimum penetration, 3.5 ksf.
Calculated Settlement - One quarter inch.
Factor of Safety - Three or greater considering a shear or
plunging failure.
Equivalent Uplift for Reinforcing Design - Nine hundred pounds
per square foot (psf) over upper $ feet of shaft.
Construction Considerations -
1. Ground water and casing of piers is not anticipated
provided close coordination of drilling and
concrete placement is adhered to.
2. The pier excavations should be dry and free of all
loose soils and deleterious materials prior to
placement of concrete.
3. Concrete should be placed within one hour of pier
excavation.
Observation - Full-time observation by a representative of this
office recommended.
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GEOTECHNICAL CONSU LTANT~ ,
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Belled Pier <ernative
Type - Reinforced underreamed (belled) piers.
Bearing Depth - Twelve feet below present grade
yellowish-brown and light gray, weathered shale.
in light
Allowable End Bearing - Eight ksf.
Shaft-to-Underream Ratio - Minimum one to two (1:2); maximum
1:3.
Calculated Settlement - One-half inch.
Factor of Safety - Three or greater considering a shear or
plunging failure.
Equivalent UDlift for Reinforcing Design - Nine hundred psf
over upper 8 feet of shaft.
Construction Considerations -
Piers will be constructed below the seasonal high
water table; however, the permeability of the upper
soils is low. Coordination between pier excavation
and concrete placement will be required to limit
the potential for seepage into the open
excavations.
The pier excavations should be dry and free of all
loose soils and deleterious materials prior to
placement of concrete.
Concrete should be placed within two hours of
excavation of the underream.
Observation - Full-time observation by a representative of this
office recommended.
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Grade Beams/Tilt-Wall Panels
Grade beams or tilt-wall panels underlain by clay should be
constructed with a minimum void of six inches (factor of safety
of 1.5) beneath them. This is recommended in order to limit
potential foundation movements associated with swelling of the
underlying clays. This void can be created below grade beams
by use of wax-impregnated cardboard forms. The void space can
be established beneath tilt panels by over-excavating the
required void space prior to panel erection.
Fill on the outside of perimeter grade beams and/or tilt walls
should be placed in a controlled manner. Backfill should
consist of site-excavated clays, or equal, placed and compacted
in accordance with the Earthwork section. If bedding soils
must be used adjacent to the perimeter of the buildings, the
clay/bedding soil interface should be sloped to drain away from
the building. Compaction criteria are included in the
Earthwork section.
Floor Slab
A ground-supported "floating" floor slab is anticipated in
conjunction with a pier and beam foundation. The floor slab
will be subject to movement if ground,supported. As discussed
above, potential movements are estimated to be on the order of
four inches under dry soil conditions.
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GEOTECHNICAL CONSU LTA NT,~ '~
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Preliminary plans indicate a proposed finished floor at Elev.
527. This will result in the slab being at approximate grade
at the southwest corner of the building, and up to five feet of
fill at the northeast corner. On-site soils may be used as
fill below the building. Imported fill for use below the
building should consist of a "select" soil as defined in the
Earthwork section.
The potential for movement of a ground-supported slab can be
effectively reduced by means of preswelling the clay soils
using multiple water pressure injections, then providing a
surface seal with "select" fill.
The site should initially be cut and fill balanced using on
site soils to provide a uniform thickness of a minimum of 18
inches of "select" fill. After completion of initial earthwork
construction, but prior to placement of the "select" fill, the
site should be preswelled using multiple passes with water
injection.
Injections should be performed to a minimum depth of eight feet
below finished clay/"select" fill subgrade. Injections should
be extended a minimum of five feet beyond the building lines.
Specifications for water pressure injection are included in the
Spe¢ific&tlons section. The actual number of injection passes
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GEOTECHNICAL CONSULTANT~
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required will be dependent upon the soil moisture conditions at
the time of construction. For estimating purposes, a minimum
of three injection passes should be anticipated for average to
dry conditions at the time of construction.
The preswelled subgrade should be capped with a minimum of 18
inches of "select" fill. The purpose of the select fill is to
maintain the moisture in the subgrade prior to placement of the
floor slab. The "select" fill should be placed as soon as
possible after completion of injection operations in order to
limit moisture loss within the upper clays. Requirements for
"select" fill are included in the Earthwork section of this
report. Potential floor movements considering a properly
preswelled subgrade are anticipated to be on the order of one
inch.
Positive drainage of water away from the structure should be
provided and maintained after construction. Architectural
detailing of interior finishes should allow for approximately
1/2 to 3/4 inch of differential floor movement.
The performance of an injected subgrade is dependent upon the
quality of the workmanship. Therefore, water pressure
injection is not recommended unless a representative of this
office is present full-time to observe all injection
operations.
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GEOTECHNICAL CONSULTANT~ -
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The floor slab may be designed using a modulus of subgrade
reaction of 300 pounds per cubic inch (pci). This value is
applicable considering compaction of 18 inches of "select" fill
over a clay subgrade.
Ground-supported floors over expansive soils may be subject to
settlement if the underlying clays dry during the life of the
structure. Natural desiccation will be limited to the outer
four to five feet along the building perimeter which is
unprotected by abutting site paving. Desiccation is not
anticipated where grass abuts the structure and a moderate
amount of watering occurs. However, roots from trees and
shrubs can grow below the structure and increase the zone of
desiccation. This process typically requires $ to 10 years.
An effective means of limiting plant root growth is
construction of a vertical moisture barrier adjacent to the
foundation. The barrier should consist of a minimum six-inch
wide, four-foot deep lean concrete wall. Trees and shrubs
should be planted outside the barrier.
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GEOTECHNICAL CONSULTANTS
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Earthwork
Ail vegetation and topsoil containing organic material should
be cleared and grubbed at the beginning of earthwork
construction. Soils exposed at the surface, or in the base of
excavations beneath ground-supported floors, should be
scarified and recompacted to a minimum of 92 percent and a
maximum of 98 percent of the maximum density as determined by
ASTM D-698, "Standard Proctor". The moisture content should
range from +1 to +4 percentage points above optimum.
Site-excavated soils, where used as fill, should be placed in
maximum eight-inch loose lifts and compacted to the moisture
and density requirements outlined above.
Proper backfilling around the building perimeter will reduce
the potential for water seepage beneath the structure. Fill
against the perimeter of the structure should consist of site-
excavated clays, or equal, and should be placed and compacted
in accordance with the recommendations outlined above.
"Select" fill should consist of a uniformly blended clayey sand
with a Plasticity Index (PI) of between 4 and 12. Select fill
should be placed in maximum 8-inch loose lifts and compacted to
at least 95 percent of the Standard Proctor density, at a
moisture content between -2 to +3 percentage point of optimum.
The select fill should be placed as soon as possible over
reworked subgrade in order to limit moisture loss within the
underlying soils.
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GEOTECHNICAL CONSULTANT~' ·
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Pavement
Concrete pavement is anticipated for bo'-
parking, and for drives and service area
In general, stabilization of the subgra¢
when using rigid pavement, and dges no?
the load-carrying capacity of the ~avem
however provide a constr.uction o~ we
advantageou~ro ~per~ct'~.ve. , ,- _ .
The specific pavement sections will be dependent upon the type
and frequency of traffic. For drives and parking subject to
cars and light trucks only, a 5-inch pavement section
constructed over a scarified and recompacted subgrade should
provide for unlimited repetitions over a 20-year life.
For drives and service areas subject to the equivalent of 10 or
less loaded semi-trucks per day, a minimum 6-inch pavement
section is recommended. The pavement should be constructed
over a scarified and recompacted subgrade.
Pavements should be lightly reinforced to control shrinkage
cracks. Reinforcing should consist of a minimum of #3 bars at
18 inches on-center.
Five-inch pavement sections should be saw cut at approximate 12
feet on-center. The 6-inch pavement should be cut at
approximate 18 feet on-center.
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GEOTECHNICAL CONSULTANTS
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Pavement
Concrete pavement is anticipated for both car and light truck
parking, and for drives and service areas.
In general, stabilization of the subgrade is not cost-effective
when using rigid pavement, and d?es not significantly increase
the load-carrying capacity of the pavement. Stabilization does
however provide a construction or working pad, and may be
aavan~ageous zro~ ~hxs ~erspec~lve. .I I-' - . ~, .
The specific pavement sections will be dependent upon the type
and frequency of traffic. For drives and parking subject to
cars and light trucks only, a 5-inch pavement section
constructed over a scarified and recompacted subgrade should
provide for unlimited repetitions over a 20-year life.
For drives and service areas subject to the equivalent of 10 or
less loaded semi-trucks per day, a minimum 6-inch pavement
section is recommended. The pavement should be constructed
over a scarified and recompacted subgrade.
Pavements should be lightly reinforced to control shrinkage
cracks. Reinforcing should consist of a minimum of $3 bars at
18 inches on-center.
Five-inch pavement sections should be saw cut at approximate 12
feet on-center. The 6-inch pavement should be cut at
approximate 18 feet on-center.
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GEOTECHNICAL CONSULTANT~ ,
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Construction Observation
It is recommended that a representative of this office be
present during construction of the foundation in order to
confirm a proper bearing stratum and construction procedures.
Field density tests should be performed by a representative of
this office at a minimum rate of one test per 5,000 square feet
per lift in the building area. The compacted moisture and
density of grade beam or panel and utility trench backfill
should be tested at a minimum rate of one test per 150 linear
feet of trench, per lift. Areas to receive paving should be
tested at a rate of one test per 10,000 square feet per lift.
Post-injection borings should be performed in accordance with
the Specifications section.
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GEOTECHNICAL CONSULTANT~ , ·
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GROUP
Lone Star Plywood g Ooor Corporation
Proiect No. t920.1 Airline Drive
Date: Hay 31, 1994- "UoppelI' Texas Location: See Plate
CORE Pocket Penetrometer Readings z
~ Tons Per Sq. Ft. -t 0
Standard Penetration Tests
~ OESCR[PT]ON OF STRATA s~o.s per Foot - +
-~ , tJ 0
~ ~ t I 2 3 4 4.5+ 4.5'H LU
f CLAY, dark grayish-brown, very stiff
,, to stiff (CH)
; ! CLAY, grayish-brown, dark gray and i S~Z.S-
SHALE, yellowish-brown and light
gray, severely weathered, soft
)
~ t~ate.rl,;w ~ ~n~2,19~)4
i ' :
SHALE, grayish-brown, light gray
~ and yellowish-brown, weathered,
soft to moderately hard
493-
T T SHALE, dark gray with some olive
3O-
· ~o ,~ gray weathered seams, moderately
o) ~" hard
35- Boring terminated at 34 feet.
Drilled with water, bailed to 32' at
completion. Nater at ILl' in 10 minutes.
Nater at tO. 7' and caved to 20.8' on June 2,
1994.
40-
BORING LOG ! PLATE 2
~;~OTL~NI~I ~ T~HT~
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GROUP
Lone Star Plywood & Door Corporation
Project No. 1920.1 Airline Drive
Date: June 2, 1994- "UoppelI' Texas Location: See Plate I
CORE Pocket Penetrometer ReadlnOs z
Tons Per Sq. Ft. -t o
Standard Penetration Tests
,~ o DESCRIPTION OF STRATA elo.s per Foot - +
a,~ ~ t I 2 3 4 4.5+ 4.5++
+ I0 2O 3O 4O 5O
522-
CLAY, dark gray with tan pockets
and fine gravel, stiff to very stiff
(CH)
\
~ 514.5-
CLAY, yellowish-brown,
grayish-brown and light gray, very \
stiff
(CH)
$1o-
SHALE, yellowish-brown and light /
gray, severely weathered, soft
SHALE, dark gray, grayish-brown
and gray, weathered, moderately ....
hard
493.5-
SHALE, dark gray, with olive gray
-~ seams, weathered, moderate~ 49L$-
~ f SHALE, dark gray, moderately hard
~ ~ ~=~ Iow angle fracture
~, ,~ high angle fracture
~high angle fracture, slickensided / 4Se-
Boring terminated at 36 feet.
Drilled with water, bailed to 33' at
completion. Hater at 11.6' in 10 minutes.
Water at 11.4' and caved to 26.5' on June 6,
1994.
BORING LOG 2 PLATE 3
I:~TF~J-NT~Ji P'J'Wg~II T&MT~
re~l er~o~o
GROUP
Lone Star Plywood ~ Door Corporation
Proiect No. 1920.~ Airline Drive
Date: June 3, 1994 Coppell, Texas Location: See Plate !
I>m m CORE Pocket Penetrometer Readlnos z
~ I~ ~ ~ -tons Per sq. Ft. -~ o
Standard Penetration Tests
*~ ~'l~m~ ~ DESCRIPTION OF STRATA
ILl,e_ O::~'
o
o r./) oc rr' _j
~,~ ~ t ! 2 3 4 4.5+ 45++ tjj
0 - 523--
. CLAY, dark grayish-brown with trace
of fine gravel, stiff (CH)
~ 519.5--
~ CLAY, grayish-brown and
5- yellowish_brown with trace of fine
gravel, stiff (CH)
515-
T SHALE, yellowish-brown and light
r-'--?- gray, severely weathered, soft
-~--~ !T ~;st, .'~ JIn~ O 1914
r
o'~
~_-'31
~ 194.5--
_-,'/~-~-_-;' ! SHALE, dark gray and /- ~93.5-
30- I~¥ ¥ /~
· -E f t grayish-brown, weathered,
~ ~ moderately hard
- i_ [ SHALE, dark gray, moderately hard
188.5-
35-
· Boring terminated at 34.5 feet.
Drilled with water, bailed to 32' at
completion. Hater at 13.6' in I0 minutes.
Hater at 11.7" and caved to 28.2' on June 6,
40- 1994.
BORING LOG 3 PLATE 4
Project No. 1920.1
Date: June 3, 1994
reed engineering
GROUP
Lone Star Plywood & Door Corporation
Airline Drive
Coppell, Texas
Location: See Plate I
DESCR[PT[ON OFSTRATA
CLAYi dark grayish-brown with trace
of fine gravel, very stiff (CH)
CLAY, yellowish-brown and
grayish-brown, very stiff (CH)
CLAY, yellowish-brown with trace of
calcareous deposits, hard (CH)
SHALE, yellowish-brown and light
gray, severely weathered, soft
SHALE, dark gray, moderately hard
thin light gray limestone seam
Boring terminated at 32.5 feet.
Drilled uith water, bailed to 30' at
completion. Hater at 14.9' in I0 minutes.
Hater at 10.2' and caved to 27.5' on June 6,
1994.
BORING LOG 4
PLATE 5
6EOTECHN]CAL CONSULTANTS
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GROUP
Lone Star Plywood g, Door Corporation
Proiect No. 1920.I Airline Drive
Date: June 3, 1994 Coppell, Texas
Location: See Plate
I~ --i CORE Pocket Penetrometer Readings z
,-, ._~ (,, Tons Per Sq. Ft. -~ o
Standard Penetration Tests
I~: ~' I:~ D£SCRIPIION O[ SIRAIA
~ ~,~
;23,5-
CLAY, dark grayish-brown with trace
of fine gravel, stiff to very stiff
(CH)
518-
CLAY, yellowish-brown and
with trace of fine !~ ~lat{.r I,!~ c JinE 6,19~)4
grayish-brown
gravel, very stiff (CH)
SHALE, yellowish-brown, brown and \ 5,.5-
grayish-brown, severely weathered.
soft
/
SHALE, dark gray and dark
grayish-brown, weathered,
Ilf f ~._~.deratelyhard f'
co ~o SHALE, dark gray, moderatel'-/ hard
Boring terminated at 35 feet.
Drilled ~ith ~ater, bailed to 32' at
completion. Water at 16' in I0 minutes. Water
at 9.6' and caved to I0' on June 6, 1994,
BORING LOG 5 PLATE 6
I~OTFI"]4MIP~I PPad~ll TAMT~
GROUP
Lone Star Plywood g Door Corporation
Proiect No. 1920.1 Airline Drive
Date: June 3, 1994 Coppell, Texas Location: See Plate
m CORE Pocket Penetrometer Readings z
> u~ m Tons Per Sq. Ft. -t o
~ o DESk[PT[ON ~ STRATA ~o~ per Foot -
~ ~ ~
O-~/////~ 527-
. ~ CLAY, d~rk grsyish-brown, very s~iff
--
CLAY, grayish-brown ~ith trace of
s- fine gravel, very stiff to stiff (CH)
-- -- 52L5--
" ~'- CLAY, yellowish-broun and light ~ ~20.5-
~o-~ ~ SHALE. light yellouish-bro~n and
~ light gray, severely ~eathered, soft
2o- g5
/
I
~ to 25'.
... ~0.5-
~ SHALE, dark gray and dark broun,
~ ueathered, moderately hard
3o-r~: ~::::~ ~ ~ SHALE, dark gray, moderately hard
/
/
~:-:-~ o
[::::~ 9
35- k:5~ 491.5-
Boring terminated at 35.5 feet.
Drilled ~ilh ~ater, bailed to 30' at
completion. ~ater a~ 22' in I0 minutes.
40-
BORING LOG B PLATE 7
reed engineering
Lone Star Plywood ~, Door Corporation
Project No. 1920.1 Airline Drive
Date: June 3, 1994 Coppell, Texas Location: See Plate
CORE Pocket Penetrometer Readings z
Tons Per Sq. Ft.
Standard Penetration Tests
c~ DESCRIPTION OF STRATA
~ ~
522-
CLAY, dark gray with trace of fine
gravel, hard to stiff (CH)
/
/
~ 5la-
Boring terminated at 6 feet.
Dry at completion.
BORING LOG 7 PLATE 8
reed engineering
GROUP
Lone Star Plywood g Door Corporation
Proiect No. 1920.I Airline Drive
Date: June 3, 1994- "C°ppelI' Texas Location: See Plate I
CORE Pocket Penetrometer Readings z
Tons Per Sq. Ft. -t o
u~ Standard Penetration Tests
· ; o DESCRIPTION OF STRATA Mows per Foot - +
t I 2 3 4 4.5+ 4.5+-+
521-
CLAY, dark gray to grayish-brown
with trace of fine gravel, very stiff /
to stiff (CH)
i 515-
Boring terminated at 6 feet.
Dry ar completion.
BORING LOG 8 PLATE 9
~("]TI~'('~IUT~_AI t'~ldc311 TA~dTC~
r~d =nQi.n==rln(I
KEY TO TERM~ USED O!t LOGS
.(;;QU E~!Q..N. LE.~ ~._O!L- ~
N.Value rlelellve
O- 4 .................. Very Loose
4-10 ................. loose
tO-30 ............... Modl.mDonso
30-50 ............... Doflso
50~ ................... Vory Dofls~
SOIL PFIOPEnTIES
~OHF-_~LV.E_~O!LS,
Pocket
Poflolromotor
I;' .onsJ ,~t~rmy
< 0.25 ................. Very Soft
0.25 - 0.50 .......... Soil
0.50- 1.00 ........... Medium Still
t.OO - 2.00 ........... Still
2.00 - 4.00 ............ Very Still
4.00 I. .................... HMd
neCK PROPERTIES
__D!n gfjg_slJg_E.eF n/ur e_.,~
Very .%Il ............................ Can bo denied with moderato Ilfloof pressure.
Soft .................................... Can bo scralchod oesll¥ wllh llfl0ernelL
Moderalely I lard .............. Can bo screlchod easily wllh knlle bul not wllh Ilnoomall.
I lard .................................. Can bo scratched with knife wllh come dlllbully; can I)e I)rokon by light Io modofel®
hammer blow.
Very I Inlcl .......................... Cannel bo scratched with knife: CMl bo I)~okorl by repealed heavy hemmer blows.
~-,llohlly Wealhoro¢l ................. ~llght ¢llscololntlflfl Irtwn*els If mit aport hachures.
Weathered .............................. Dlseolmnllofl throuohoul: weaker minerals doemnposod: slfoflolh somewhol toss titan bosh
rock: structure prosowod,
Severely Weathered ................Most mlneral~ somewhat decomposed: much seller than flesh rock: texture becoming
Indlslincl but fabric and slructuro ptosowod.
Completely Weathered .......... Mlnorat~ decomposed to soB: lock fabde and structure destroyed (roskJual soil).
GEO'~EC) INICAL CONSUtTANIS .
PLATE 10
reed engineering
Job No. Boring No.
Date Location
uJ CORE FIELD TESTS
' >-~ 0
~--m O C3 DESCRIPTION OF STRATA Tons per Sq. Ft.. X
~ CC ~ LU O Standard Penetration Tests. ~' U.I
(~ ~.U)~ rt' r~ Blows per Foot (BPF)
m ~ ,~ x t 2 3 4 4.5
~ tO 20 30 40 50 60
-~-"--'"? SAND, r'eddish-brown, medium dense r -
, :.. :...~
'~., ~ ~-- rock quality designation ~ ~/.. ~ \ penet~ometef
' "" ~-'~ Standard Penet
· !~ I , length or core run
i][~ ~ ~/"~-- Iransition line between
~ ~ weathered & unweathered rock
' '~- sample type &
, · ~ )~ depth
.~.//~ STRATA SYMBOLS SAMPLE TYPES
i UNOISTURBED
, wi LL<50 (SC) (S~E[B~ TUBE &
i HX ROCK CORE
SAMPLES)
SILTY SAND
~ CLAY (CH)
w/LL>50 (SM)
I SILT (MH) ~ (WEATHERED)
WI LL>50 ~' SHALE STANDARD PENETRATION
I__ (UNWEATHERED) TEST
S~ND ~ (WEATHERED)
(SP-SW) LIMESTONE
(UNWEATHERED) THO CONE PENETRAIION
, TEST
GRAVEL ~ ~WEATHE~O)
SANDSTONE
(GP-GW) [UNWEATHEP~D)
KEY TO SYMBOLS USED ON BORING LOGS PLATE 11
reed engineerin, g
Boring
No.
B-1
B-2
B-3
B-4
B-5
B-6
GEOTECHNICAL INVESTICA~.~
PROPOSED WAREHO~:s?~
AIRLINE DRIT:-~
COPPELL,
Summary of Classificati~.:
Moistur~
Depth Content
(feet) (%)
1.5 - 3.0 28.5 b 4 ~ -: ~59
4.5 - 6.0 28.0 .... ~ 90
9.0 - 10.0 36.8 83 ~'. ,690
14.0 - 15.0 29.2 .... 6,030
19.0 - 20.0 32.1 -- 5,990
24.0 - 25.0 29.3 60 2,550
1.5 - 3.0 32.0 .... 1,560
4.5 - 6.0 28.4 -- ,m,~.~ 4,030
9.0 - 10.0 39.1 66 ~_ 3,600
14.0 - 15.0 36.2 -- 6,180
19.0 - 20.0 28.2 .... 6,970
1.5 - 3.0 26.8 -- ~- 2,290
4.5 - 6.0 26.8 .... 3,680
9.0 - 10.0 44.6 .... 6,520
14.0 - 15.0 31.5 .... 7,560
19.0 - 20.0 31.0 .... 4,400
1.5 - 3.0 20.4 .... 5,530
9.0 - 10.0 30.8 .... 5,540
14.0 - 15.0 26.3 67 41 7,400
19.0 - 20.0 28.7 .... 6,920
24.0 - 25.0 26.2 .... 7,100
1.5 - 3.0 29.5 .... 8,120
4.5 - 6.0 27.3 .... 4,410
9.0 - 10.0 25.7 .... 5,350
14.0 - 15.0 26.7 .... 7,470
19.0 - 20.0 30.6 .... 8,900
24.0 - 25.0 45.6 112 62 10,350
GEOTECHNICAL CONSULTANTS
PLATE 12
reed engineering
GEOTECHNICAL INVESTIGATION
PROPOSED WAREHOUSE
AIRLINE DRIVE
COPPELL, TEXAS
Boring
No.
B-1
B-2
B-3
B-4
B-5
B-6
Summary of Classification and Index Property Tests
Moisture Liquid Plasticity Soil
Depth Content Limit Index Suction
(feet) (%) (%) (PI) CDsf)
1.5 - 3.0 28.5 66 ~ 4,880
4.5 - 6.0 28.0 -- ~ 3,790
9.0 - 10.0 36.8 83 53 4,690
14.0 - 15.0 29.2 .... 6,030
19.0 - 20.0 32.1 .... 5,990
24.0 - 25.0 29.3 60 33 2,550
1.5 - 3.0 32.0 .... 1,560
4.5 - 6.0 28.4 -- ~ 4,030
9.0 - 10.0 39.1 66 ~ 3,600
14.0 - 15.0 36.2 -- 6,180
19.0 - 20.0 28.2 .... 6,970
1.5 - 3.0 26.8 -- '- 2,290
4.5 - 6.0 26.8 .... 3,680
9.0 - 10.0 44.6 .... 6,520
14.0 - 15.0 31.5 .... 7,560
19.0 - 20.0 31.0 .... 4,400
1.5 - 3.0 20.4 .... 5,530
9.0 - 10.0 30.8 .... 5,540
14.0 - 15.0 26.3 67 41 7,400
19.0 - 20.0 28.7 .... 6,920
24.0 - 25.0 26.2 .... 7,100
1.5 - 3.0 29.5 .... 8,120
4.5 - 6.0 27.3 .... 4,410
9.0 - 10.0 25.7 .... 5,350
14.0 - 15.0 26.7 .... 7,470
19.0 - 20.0 30.6 .... 8,900
24.0 - 25.0 45.6 112 62 10,350
GEOTECHNICAL CONSULTANTS
PLATE 12
r---.~:l eng.ineering
Boring
No.
B-1
B-2
B-3
B-4
GEOTECHNICAL INVESTIGATION
PROPOSED WAREHOUSE
AIRLINE DRIVE
COPPELL, TEXAS
(Continued)
Summary of Unconfined Compressive Strength Tests
Dry
Moisture Axial Unit
Depth Content Strain Weight
(feet) (%) (%) (Dcf)
Compressive
Stress
(psf)
14.0 - 15.0 29.2 4.0 93.7
19.0 - 20.0 32.1 1.6 89.3
31.6 - 32.5 15.8 1.3 111.7
4,310
1,560
43,500
14.0 - 15.0 36.2 3.7 86.9
32.2 - 33.0 16.7 --- 107.9
34.5 - 35.0 16.8 --- 110.7
3,530
36,530
53,000
14.0 - 15.0 31.5 2.9 91.8 5,000
30.8 - 31.5 17.8 --- 108.1 64,170
29.3 - 30.0 17.2 --- 109.5
31.8 - 32.4 16.6 --- 111.4
58,000
108,600
GE~ECHNICAL CONSULTANTS
PLATE 13
ree~ eng,in~ring
Absorption Pressur_e_, well Test
Project No. 1920.1 Moisture Content (%)
Boring No. B-2 Pentetmmeter (tsf)
Depth (ft) 9.0-10.0 Dry Unit Weight (pcf)
Specific Gravity
Liquid Limit - Void Ratio
Plasticity Index - Saturation (%)
alpha 0.10 Spec. Volume
Percent Swell 0.3 Swell Pressure (psf)
4
(D 2 .
o - ~_ I I L_'lTJ_-~d:L~ ,
100 1000 10000
Restraining Swell Pressure (psf)
Initial Einai
26.6 28.5
4.5+ 4.5+
95.6 95.3
2.71 2.71
0.77 0.77
94 100
0.65 0.65
1940 250
655
654.5
654
653.5
653
652.5
26.5
27 27.5 28 20.5
Moisture Content (%)
29
Plate
GEOTECHNICAL CONSULTANTS ,
reed engineering
Project No.
Boring No.
Depth (ft)
Liquid Limit
Plasticity Index
alpha
Swell (%)
Absorption Press u re_, _w Jl e. t
Initial
1920.1 Moisture Content (%) 26.8
B-4 Pentetrometer (tsf) 4.5+
14.0-15.0 Dry Unit Weight (pcf) 96.2
Specific Gravity 2.71
67 Void Ratio 0.76
41 Saturation (%) 96
0.67 Spec. Volume 0.65
2.9 Swell Pressure (psf) 3240
4
Einal
29.6
4.5
93.5
2.71
0.81
99
0.67
25O
1 O0 1000
Restraining Swell Pressure (psf)
0.67
0.665
0.655
0.65
0.645
26
27 28 29
Moisture Content (%)
3O
Plate i5
GEOTECHNICAL CONSULTANTS ,,,
reed engineering
Project No.
Boring No.
Depth (ft)
Liquid Limit
Plasticity Index
alpha
Swell (%)
Absorption Pressure.Swell Test
Initial
1920.1 Moisture Content (%) 28.8
B-5 Pentetrometer (tsf) 4..5+
19.0-20.0 Dry Unit Weight (pcf) 94.6
Specific Gravity 2.84
- Void Ratio 0.87
- Saturation (%) 94
0.38 Spec. Volume 0.66
1.9 Swell Pressure (psf) 1940
o
lOO lO0O
10000
Restraining Swell Pressure (psf)
0.675
29 30 31
Moisture Content (%)
0.67
0.665
0.66 -
0.655
28
FJnal
32.1
3.7
92.8
2.84
0.91
100
0.67
25O
33
Plate 16
GEOTECHNICAL CONSULTANTS -
GUIDELINE SPECIFICATIONS
SOIL MODIFICATION
WATER INJECTION
FOR
PROPOSED WAREHOUSE
AIRLINE DRIVE
COPPELL, TEXAS
Site Preparation
Prior to the start of injection operations, the building pad
should be brought to finished subgrade, minus select fill, and
staked out to accurately mark the areas to be injected.
Allowance should be made for two to three inches of swelling that
may occur as a result of the injection process·
Materials
1. The water shall be potable, with added surfactant,
agitated as necessary to ensure uniformity of mixture.
A nonionic surfactant (wetting agent) shall be used
according to manufacturer's recommendations, but in no
case shall proportions be less than one part (undiluted)
per 3,500 gallons of water.
Equipment
1. The injection vehicle shall be capable of forcing
injection pipes into soil with minimum lateral movement
to prevent excessive blowbacks and loss of slurry around
the injection pipes. The vehicle may be a rubber tire or
trac machine suitable for the purpose intended.
Slurry pumps shall be capable of pumping at least 3,000
GPH at 50 - 200 pounds per square inch (psi).
Application
1. The injection work shall be accomplished after the
building pad has been brought to finished subgrade, minus
select fill, and prior to installation of any plumbing,
utilities, ditches or foundations.
Adjust injection pressures within the range of 50 - 200
psi at the pump.
Space injections not to exceed five feet on center each
way, and inject a minimum of five feet outside building
area.
- 1 -
Inject to a depth of eight feet or impenetrable material,
whichever occurs first. Impenetrable material is the
maximum depth to which two injection rods can be
mechanically pushed into the soil using an injection
machine having a minimum gross weight of five tons.
Injections to be made in 12-inch to l$-inch intervals
down to the total depth with a minimum of seven stops or
intervals. The lower portion of the injection pipes
shall contain a hole ~attern that will uniformly disperse
the slurry in a 360~ radial pattern. Inject at each
interval to "refusal". Refusal is reached when water is
flowing freely at the surface, either out of previous
injection holes or from areas where the surface soils
have fractured.
Fluid coming up around or in the vicinity of one or more
of the injection probes shall not be considered as soil
refusal. If this occurs around any probe, this probe
shall be cut off so that water can be properly injected
through the remaining probes until refusal occurs for all
probes. In any event, no probe shall be cut off within
the first 30 seconds of injection at each depth interval.
Multiple injections with water and surfactant will be
required. The second injection shall be orthogonally
offset from the initial injection by 2-1/2 feet in each
direction. Subsequent injections shall be offset such
that existing probe holes are not utilized.
A minimum of 48 hours shall be allowed between each~
injection pass.
Injections will be continued until a pocket penetrometer
reading of 3.0 tsf or less is obtained on undisturbed
soil samples throughout the injected depth. This
requirement can be waived by the engineer of record, if
in his opinion, additional injections will not result in
additional swelling.
At the completion of injection operations, the exposed
surface shall be scarified and recompacted to a density
of between 92 and 98 percent of maximum density, ASTM D-
698, at or above optimum moisture. A minimum of 18
inches of select fill shall be placed over the injected
subgrade as soon as is practical after completion, of
injection operations. Select fill should be placed in
maximum loose lifts of eight inches and compacted to at
least 95 percent of maximum density, ASTM D-695, at a
moisture content between -2 to +3 percentage points of
optimum.
-- 2 t
Observation and Testing
1. Injection operations will be observed by a full-time
representative of Reed Engineering Group, Inc.
Undisturbed soil samples will be obtained continuously
throughout the injected depth, at a rate of one test hole
per 2,000-square feet of injected area for confirmation.
Sampling will be performed a minimum of 48 hours after
the completion of the second injection pass.
- 3 -