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March 12, 1997
Project No. 3396
Mayse-Kiser & Associates Architects, Inc.
14850 Quorum Drive, Suite 201
Dallas, Texas 75240
ATTN: Mr. Mike Mayse
GEOTECHNICAL INVESTIGATION
OFFICE/%VAREHOUSE FACILITY
ROYAL LANE AT CREEKVIEW 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,
REED ENGINEERING GROUP, INC.
Monk Kelley, E.I.T.
..,[,~,r'...- '2 ".
04" ".,?,.
Ronald F. Reed, P.E. ~. .................... '...~.
Principal Engineer ~.~.. ................
~,~'- 40~74 ',~_'~
MK/RFR/apr ' "
copies submitted: (4)
INTRODUCTION
Project Description
This report presents the results of a geotechnical investigation performed for an
office/warehouse/manufacturing facility to be located north of Creekview Drive and east of
Royal Lane in Coppell, Texas. The general orientation of the building is shown on the Plan of
Borings, Plate 1 of the report Illustrations.
The project consists of an approximate 104,400-square foot building with a planned future
expansion of approximately 50,400 square feet. Site paving and drives are also anticipated.
Finished floor elevation and structural loads are presently unknown. The use of a ground-
supported floor slab in conjunction with pier support is anticipated for both present and future
structures.
Authorization
This investigation was authorized on behalf of Derse Exhibits, Inc. by Mr. Mike Mayse of
Mayse-Kiser & Associates Architects, Inc. verbally on February 10, 1997, and by signature of
our Proposal No. 2-19 on February 13, 1997.
'Project No. 3396 - 1 - March 12, 1997
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 LABORATORY INVESTIGATIONS
General
The field and laboratory investigations have been conducted in accordance with applicable
standards and procedures set forth in the 1996 Annual Book of ASTM Standards, Volumes
04.08 and 04.09, "Soil and Rock, Geosynthetics". These volumes should be consulted for
information on specific test procedures (see ASTM D-1587).
Field Investigation
Subsurface conditions were evaluated by 10 sample borings drilled to depths of 6 to 30-1/2 feet
in February, 1997. The locations of the borings are shown on Plate 1 of the report
Illustrations.
The borings were advanced between sampling intervals by means of a truck-mounted drilling rig
equipped with continuous flight augers. Samples of cohesive soils were obtained with three-inch
diameter Shelby tubes. Cohesionless soils (sands and gravels) were sampled in conjunction with
the Standard Penetration test (SPT). The unweathered shale was evaluated in situ using the
' Project No. 3396 - 2 - March 12, 19~37
Texas Department of Transportation (TxDOT) cone penetrometer test. Delayed water level
observations were made in the open boreholes to evaluate ground water conditions. Borings
were backfilled at completion of drilling operations.
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 11. Keys to terms and symbols used on the logs are included as Plates 12 and
13.
Laboratory Testing
Upon return to the laboratory, samples were visually logged in accordance with the 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), soil suction (ASTM D-5298), and
unconfined compression (ASTM D-2166). The results of these tests are summarized on Plates
14 through 16.
-Project No. 3396 3 March 12, 19c)7
GENERAL SITE CONDITIONS
Geology
The site is underlain by Quaternary Age terrace deposits overlying Cretaceous shale of the Eagle
Ford Formation. Based on the borings, the terrace deposits vary in thickness from 24 to greater
than 30 feet below ground. In descending sequence, the terrace soils consist of' fine-grained
clays and sandy clays over fine grading to coarse-grained sands. The Eagle Ford shale is
relatively unweathered at the interface between the Quaternary and Cretaceous Age deposits.
Subsurface Conditions
Fill was encountered within the north-central portion of the site at the locations of Borings B-2
and B-10. The fill consists of reworked on-site soils, and extends to depths of 1-1/2 to 8-1/2
feet. The fill appears to be associated with the filling of a drainage channel.
Underlying the fill, and at the surface of the remaining boring locations, dark grayish-brown high
plasticity clay is present to depths of 3 to 12-1/2 feet. Below these depths, yellowish-brown clay
and sandy clay of moderate to low plasticity was encountered. The yellowish-brown clay is
underlain by medium dense to dense sand at the locations of Borings B-2 through B-4. The
yellowish-brown clay extends to the top of relatively unweathered shale at the locations of
Borings B-1 and B-6. Boring B-5 was terminated with yellowish-brown sandy clay.
-Project No. 3396 - 4 - March 12, 199'7
Borings B-l, B-4 and B-6 were extended through the sand into very dark gray, unweathered
shale. The top of shale was encountered below depths of 24 to 30 feet below existing grades.
The upper three feet of shale at the location of Boring B-1 is slightly weathered, containing
evidence of iron staining along joints and fractures.
Soil Conditions
The upper soils are highly plastic clays and are generally moist. Based on extensive experience
in the area, desiccation of these soils to depths of 8 to 10 feet in the summer months is
anticipated. Below depths of 10 feet, the soils are very stift'to hard, clay and sandy clay. Based
on the soil suction and moisture content tests, these materials are relatively moist.
Sands, encountered below depths of 12-1/2 to 23-1/2 feet in Borings B-2 through B-4, are
medium dense to very dense with SPT blow counts varying from 17 to 67. The sands are stable
with respect to seasonal moisture variations.
Ground Water
Ground water seepage was encountered at depths of 22-1/2 to 27 feet in two of the six deeper
borings during drilling. Post-drilling water level observations indicate minimal ground water is
present within the sands overlying the relatively impermeable unweathered shale. The depth to
ground water will fluctuate with variations in seasonal and yearly rainfall.
-Project No. 3396 - 5 - March 12, 19~7
RECOMMENDATIONS
Potential Vertical Movements
The potential vertical movements will be limited to seasonal variation in soil moisture. Based on
the borings and laboratory data, the zone of seasonal variation is limited to a depth of
approximately § to 10 feet below grade. Due to the stratigraphy, and the depositional history of
the near-surface soils, no significant deep-seated potential for movement exists.
Potential vertical movements were calculated using the TxDOT Method 124E~. Based on the
laboratory data, the maximum potential movements are calculated to be 3-1/2 to 4 inches. The
floor slab will be subject to movements associated with heave if the soils are dr5' at the time of
construction.
General
Support of the tilt-wall panels by use of piers should limit movement of the structural panels and
frame. Two types of piers were analyzed; straight-shaft friction piers supported in the upper 20
to 25 feet, and belled or underreamed piers. Straight-shaft piers are not recommended due to
the potential for movement associated with expansion of the upper soils.
"Method for Determining the Potential Vertical Rise, PVR." (1978). Texas Department
'of Transportation, Test Method Tex- 124-E.
'Project No. 3396 - 6 - March 12, 19~7
Foundation Design
Foundation support for concentrated column loads should be provided by reinforced concrete,
underreamed (belled) piers. The piers should be founded at a depth of at least 15 feet below
existing (February, 1997) grades, within the yellowish-brown clay, or on top of sand, whichever
occurs first. The piers should be designed for an allowable bearing pressure of seven kips per
square foot (ksf).
Piers proportioned in accordance with the allowable bearing value will have a minimum factor of
safety of three considering a shear or plunging failure. The weight of the pier concrete below
final grade may be neglected in determining foundation loads. Properly constructed
underreamed piers should not undergo post-construction movements in excess of 1/2 inch.
Piers will be subjected to uplift associated with swelling within the upper clays and weathered
shale. The piers should contain sufficient reinforcing steel to resist the tensile uplift forces.
Reinforcing requirements may be estimated based on an uplift pressure of 1 ksf acting over the
top 10 feet of pier surface area. "Mushrooming" or widening of the upper portion of the pier
shaft will significantly increase the shaft friction. "Mushrooms" should be removed from the
piers prior to construction of the grade beam.
Pier caps should not be used with the piers unless a minimum void of six inches is created below
the portion of the cap extending beyond the shaft diameter.
Project No. 3396 7 March 12, 1997
Uplift resistance for underreamed piers will be provided by the weight of the soil overlying the
bell. A minimum bell-to-shaft diameter ratio of two to one (2:1) is recommended to resist uplift.
A maximum bell-to-shaft diameter ratio of 3:1 is recommended in order to limit possible caving
of the bells.
Significant free ground water was not encountered within the recommended foundation
elevation during the field investigation. Dewatering of pier excavations should not be required if
care is taken not to penetrate below sand and close coordination of drilling and concrete
placement is performed.
Pier excavations should be dry and free of deleterious materials prior to concrete placement. In
no case should the pier shaft excavation remain open for more than four hours prior to concrete
placement. Continuous observation of the pier construction by a representative of this office is
recommended.
Grade Beams/Tilt-Wall Panels
Grade beams or tilt-wall panels should be constructed with a minimum void of six inches
(approximate Factor of Safety of 1.5) beneath them. This is recommended in order to limit
potential foundation movements associated with swelling of the underlying soils. The void can
be created below grade beams by use of wax-impregnated cardboard forms, or beneath tilt
panels by over-excavating the required void space prior to panel erection. Retainer boards along
the outside of the grade beam or tilt-wall panel will not be necessary.
-Project No. 3396 - 8 - March 12, 1997
Grade beams should be double-formed. Earth-forming of beams below ground is not
recommended because of the inability to control the beam excavation width.
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 building, the clay/bedding soil interface should be sloped to drain away from the building.
Compaction criteria are included in the Earthwork section.
Floor Slab
Potential movements associated with heave from a dry condition are estimated to be on the
order of 3-1/2 to 4 inches. Two types of floor systems are considered feasible; a suspended
floor, and a ground-supported (or "floating") slab. The suspended floor is considered the most
expensive, but does provide the highest degree of confidence that post-construction movement
of the floor will not occur. If this alternative is desired, a minimum void of eight inches
(approximate F.S. of 2) is recommended.
Use of a ground-supported floor is feasible, in our opinion, provided the risk of some post-
construction floor movement is acceptable. The potential movement can be reduced by proper
implementation (i.e., construction) of remedial earthwork recommended in the following
paragraphs. The risk of the potential movement occurring can be reduced by implementation of
positive grading of surface water away from the building and backfilling immediately adjacent to
the structure with on-site clays.
· Project No. 3396 - 9 - March 12, 19~7
It is recommended the subgrade be preswelled by use of multiple passes of high-pressure water
injection to a depth of 10 feet. On-site soils may be used to bring the subgrade to within 12
inches of finished subgrade elevation. The pad should then be preswelled and capped with a
minimum of 12 inches of "select" fill. The purpose of the "select" fill cap is to preserve the
moisture content of the preswelled soils and provide a stable subgrade for the floor slab.
The number of injection passes will be dependent upon the time of construction. Based on the
soil moisture and suction values and considering construction during the wet seasonal (prior to
late May, 1997), a total of two injection passes are anticipated. Based on experience in the area,
construction subsequent to May, 1997 will likely require three to four injection passes.
Movements considering a preswelled subgrade are anticipated to be on the order of 1/2 to 1
inch. Recommended procedures are outlined below.
Subgrade Preparation -
1. Cut and fill balance to within 12 inches of floor subgrade using on-site soils placed in
accordance with Earthwork section.
2. Preswell existing soils and fill by use of multiple passes of water pressure injection to
10 feet below finished subgrade. Guideline specifications included in report
Specifications.
3. Upon completion of final pass and acceptance of injection, scarify and recompact top
six inches as outlined in Earthwork section.
Project No. 3396 - 10- March 12, 1967
4. Place final 12 inches of "select" fill to achieve desired subgrade. Twelve inches total
thickness may include up to four inches of "leveling" sand, and/or TxDOT flexible
base. (Flexible base may be used for the final six inches of fill if a more trafficable
pad is desired.)
5. Construct compacted clay fill along the building perimeter of the building as outlined
in Earthwork section.
Additional Consideration/Recommendations -
1. Full time observation of the water injection operations by a representative of this
office is recommended.
2. Extend subgrade treatment (minus select fill) a minimum of 5 feet beyond building
lines, or 10 feet at entrances to provide transition zone.
3. Compact clay adjacent to building perimeter as presented in Earthwork section.
4. Provide and maintain positive drainage of water away from building.
Earthwork
All vegetation and topsoil containing organic material should be cleared and grubbed at the
beginning of earthwork construction. Stripping depths of two to four inches are anticipated.
Areas of the site which will underlie fill, paving, or within the building should be scarified to a
depth of 6 inches 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 +2 to +6 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.
Project No. 3396 - 11 - March 12, 1997
Proper backfilling around the building perimeter will reduce the potential for water seepage
beneath the structure. Fill against the perimeter of the foundation should consist of site-
excavated clays, or equal, and should be placed and compacted in accordance with the
recommendations outlined above.
"Select" fill is defined as a uniformly blended clayey sand with a Plasticity Index (PI) of between
4 and 15. 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.
Pavement
The specific pavement section will be dependent upon:
1. traffic loads and frequency;
2. pavement type and strength;
3. desired pavement life and ending condition;' and
4. strength and condition of the subgrade.
Information regarding the specific traffic loads and frequency is not available. Therefore,
analysis was performed for a range of traffic conditions, and design thickness versus traffic load
diagrams were developed.
'Project No. 3396 - 12 - March 12, 19~7
The pavement type is anticipated to be concrete. Analysis was performed for both 3,000 pounds
per square inch (psi) and 4,000 psi compressive strength concrete. Based on correlations
between compressive strength and flexural strength, an allowable working stress of 370 and 425
psi was used for the 3,000- and 4,000-psi concrete, respectively. Control of the water cement
ratio at the design value during placement and use of quality construction will be necessary to
achieve the required flexural strength.
A 20-year life was used for the analysis. Total pavement life was based on a six-day week.
Analysis was performed in accordance with procedures developed by the American Association
of State Highway Officials (AASHO).
The upper surface soils consist of moderate to highly plastic clay and silty clay. When these
soils are moist, they are relatively soft. For purposes of pavement analysis, the subgrade was
assumed to be recompacted in accordance with the density and moisture recommendations in the
Earthwork section and in a moist condition. An effective modulus of subgrade reaction, k, of
100 pounds per cubic inch (pci) was used for the analysis. An effective k value of 100 is not
trafficable by loaded concrete haul trucks. If the subgrade is as moist at the time of construction
as designed, pumping of the concrete should be anticipated.
The effective k value of the subgrade can be increased to 270 pci by stabilization of the upper 6
inches with a minimum of six percent hydrated lime. Lime should be placed and compacted in
accordance with Item 260 of the current edition of TxDOT "Standard Specifications for
'Project No. 3396 - 13 - March 12, 1967
[:~ F~I [~] U I~
Construction of Highways, Street and Bridges". The lime stabilized subgrade should be
compacted to a minimum of 100 percent of ASTM D-698 density (Standard Proctor) unless
otherwise specified.
Generally, it is more cost-effective to increase the pavement thickness and construct over a non-
lime stabilized subgrade. Stabilization does however provide an all-weather working platform
for the contractor, and this may be beneficial from a construction perspective. Stabilization is
also generally recommended if the traffic speed exceeds 30 miles per hour (mph).
Considering the above discussion, analysis was made for both unlimited repetitions of cars and
light trucks and for multiple repetitions of loaded tractor trailers. Analysis indicates a pavement
thickness of 4.5 inches of 3,000-psi concrete will be adequate for car and light truck traffic. A
minimum five-inch section is recommended.
Pavements subject to multiple repetitions of tractor trailer traffic were analyzed using both
3,000- and 4,000-psi concrete. Trailers were assumed to be loaded to the maximum allowable
weight, 80 kips, consisting of two sets of tandem axles loaded to 32 kips, and one 16-kip axle.
Recommended sections for various frequency of truck traffic, based on number of repetitions
per day for a six-day week, are provided in the following tables.
'Project No. 3396 - 14 - March 12, 19~7
TABLE 1
NUMBER OF TRUCK REPETITIONS VS. PAVEMENT THICKNESS
3,000-PSI COMPRESSIVE STRENGTH
Pavement Thickness No. of Repetitions
(inches) (per day)
6 7
7 15
8 35
9 90
TABLE 2
NUMBER OF TRUCK REPETITIONS VS. PAVEMENT THICKNESS
4,000-PSI COMPRESSIVE STRENGTH
Pavement Thickness No. of Repetitions
(inches) (per day)
6 12
7 25
8 65
9 180
Analysis of Tables 1 and 2 indicates an approximate 50 to 80 percent increase in the number of
truck repetitions can be obtained by increasing the concrete strength from 3,000 psi to 4,000 psi.
An increase of 100 to 150 percent is realized by increasing the thickness of the pavement by one
inch.
-Project No. 3396 - 15 - March 12, 19~7
Although not provided herein, analysis of the allowable repetitions was also performed
considering a stabilized subgrade. For any given pavement thickness and strength of concrete,
an increase in the number of repetitions equal to 20 to 33 percent of the non-stabilized
repetitions is realized. Considering the relative costs associated with stabilizing the subgrade, a
greater increase in repetitions (i.e., pavement life) is realized by increasing the pavement
thickness or strength versus stabilization of the subgrade.
Pavements should be lightly reinforced if shrinkage crack control is desired. Reinforcing for 5-
and 6-inch pavements should consist of the equivalent of#3 bars at 18 inches on-center.
Pavement sections should be saw cut at an approximate spacing in feet of approximately 2.5 to 3
times the pavement thickness expressed in inches. (For example, a 5-inch pavement should be
saw cut in approximate 12.5- to 15-foot squares.) The actual joint pattern should be carefully
designed to avoid irregular shapes. Recommended jointing techniques are discussed in detail in
"Joint Design for Concrete Highway and Street Pavements", published by the Portland Cement
Association (PCA).
Construction Observation and Testing
It is recommended the following items (as a minimum) be observed and tested by a
representative of this office during construction.
Project No. 3396 - 16- -March 12, 1997
Observation:
~ · Fill placement and compaction.
~ · Pressure injection operations.
· concrete placement.
Pier
construction
and
Testing:
· Earthwork
fig
'- · One test per 5,000 s.f. per lift within fills below the building.
-: · One test per 10,000 s.f. per li~ within fills in the parking area.
~ · One test per 150 linear feet per lift in utility and grade beam backfill.
~/ · Post-injection borings, one boring per 10,000 s.f. of injected area.
The purpose of the recommended observation and testing is to confirm the proper fo
bearing stratum and the earthwork and building pad construction procedures.
Project No. 3396 - 17- March
B-~ ~ OFFICE/WAREHOUSE FUTURE ADDITION ' !
..I FACILITY
(~ ! ~'B-6 ~il' B-5 ~1~ B-4
I
/ --
CREEKVIEW DR.
I Office/Warehouse Facility
o 5o' ~oo' 2oo' Royal Ln. @ Creekview Dr.
Coppell, Texas
PLAN OF BORINGS PLATE I
...... reed engineering
GR'OU?
Office/Narehouse Facility
Proiect'No. 3396 Royal Lane at Creekview Drive
Coppell, Texas
Date: 02-19-97 Location: See Plate I
'" CORE Pocket Penetrometer Readings
> u3 Tons Per Sq. Ft.
::~.,-, ii ~ StandardPenetrationTests
~ ~ ~ DESCR[PTi0N OF STRATA a~ows per Foot -
0 w co cc n,- t I 2 3 4 4.5+ 4.5++
o ~ ~ + tO 20 30 ~ 50 60
O-
CLAY, dark grayish-brown, very stiff
(CH)
CLAY, dark yellowish-brown ~,
-~ grayish-brown, very stiff, w/some /~_
calcareous particles (CH)
5-
/
CLAY, yellowish-brown, very stiff,
w/trace of calcareous particles (CH)
10- ) -
SANDY CLAY, yellowish-brown, very
stiff, w/calcareous particles (CL)
/
/
SANDY CLAY, light gray g //
20- yellowish-brown, stiff (CL) ~ -
SHALE, dark gray, soft, w/some iron ~
25- ~.~?_ staining, slightly weathered
.... SHALE, dark gray, soft
~ t ti 0 31o ,~s = I-1/'2 ir, ches
30- Total Depth = 29 feet
Dry @ completion. Dry ~ blocked @ 17-1/2t
on 02-21-97.
· 35-
BOR[N$ LOG B-1 PLATE 2
[;EOTEQ-N]CAL CONSUI.T~ITS
- reed engineerjpg
G .-,~ L' P
Office/Warehouse Facility
Project No. 3396 Royal Lane at Creekview Drive
Date: 02-19-97 Coppell, Texas Location: See Plate
"' CORE Pocket Penetrometer Readings
i Tons Per Sq. Ft. -ti
3~ ..-,~ ~ ~ Standard Penetration Tests
~- ~ mo ~ DESCRZPT[ON OF S'[RATA Blows per Foot -
uJ ti I 2 3 4 4.5+ 4.5+-~
~ ~,t ~ + 10 20 30 40 50 oo
0-
CLAY, dark brown, stiff to hard,
w/trace of calcareous particles (Fill)
(CH)
--~ w/some gravel @ 5-1/2' to 6' /-
CLAY, dark brown, w/some brown sandy \
clay & gravel (Fill) (CH)
CLAY, grayish-brown, hard (CH)
t0- /
/
SANDY CLAY, yellowish-brown g brown, /
very stiff (CL) /
15-
SANDY CLAY, yellowish-brown & light
gray, very stiff, w/trace of calcareous
2O- particles (CL) '~ -
' ' .... SAND, very light brown, dense, fine e
30- SAND, brown, medium to fine, dense
Total Depth -- 30-1/2 feet
Seepage encountered @ 27' during drilling.
Trace of water on completion.
BOR]'NG LOG B-2 PLATE 3
GEOTECi~IICAL I~)NSULTANTS
- reed engineering
G ~'~UP
Oifice/Narehouse Facility
Proiect No. 3396 Royal Lane at Creekview Drive
Date: 02-19-97 Coppell, Texas Location: See Plate
"' CORE Pocket Penetrometer Readings
> u3 Tons Per Sci. Ft. -~
::~ -.-. ~ ~ ~ Standard Penetration Tests
,, ,, ~:-~ ~ DESCRIPTION OF STRATA s~o-s per Foot - +
uJ · I 2 3 4 4.5+ 4.5++
0--
/ /
/ ;__ CLAY, grayish-brown, very stiff,
/~ · ~ w/trace of calcareous particles (CH) ~ /,~
· CLAY, dark yellowish-brown g
/~ · yellowish-brown, stiff, w/trace of
5- ; · ;-- -~ CLAY, calcareous.._,,_ :,. ~.particles (CH) hard (CH) f- ~ -
· · __ y~.uW,S.-ur own.
·
SANDY CLAY, yellowish-brown, hard,
I w/some calcareous particles (CL)
to- ~ -
:..:?.:::.'..:::
;..'".('~:.i'.:.::. SAND, light yellowish-brown, medium
'.":.'ji:.'i:'
?.:..'4q.'.~:'
: ~.'.:.:.'.:.:
:)?..?~.;-? SAND, light brown F~ brown, very dense,
·iiiil]ili!!iii!Z ........ fine (SP) ~ ~ s7---,,--
20- :);...:);..:.)
..'~.:~:..::'
-:..:.u:: '~ See)age dur ng clr lin
~"~:~:'::.:~ SAND, brown, medium to fine, very
'!~".i.'.'i:'
........ dense, w/trace of gravel g some
'/~.:!:..:!
:/(.:./;.'.?
-~ of gray shale ~, fine gravel (SP) /-- -- 1(0 31o,~s = 1/4 in~
30-
Total Depth = 29 feet
Seepage encountered ~ 22-1/2' during
drilling. Trace of water on completion.
Trace of water & blocked @ 4' on
02-21-97.
35-
BORIN$ LOG B-3 PL~IE 4
GEOTECI.'~IP~ CO~TANTS
reed englneefipO
GROUP
Office/Narehouse Facility
Project No, 3396 Royal Lane at Creekview Drive
Date: 02-17-97 Coppell, Texas
Location: See Plate
uJ CORE Pocket Penetrometer Readings
>,~ u3, ~ Tons Per Sq. Ft. -I
Standard Penetration Tests
~-3~ -.~ ~ ~o g DESCRIPTION OF STRATA e~ows per Foot
o ~ ~ I I 2 3 4 4.5+ 4.5++
O-
CLAY, dark grayish-brown, very stiff to
stiff (CH)
CLAY, light brown /~ grayish-brown,
5- -'~ very stiff (CH)
CLAY, light brown, yellowish-brown ~,
grayish-brown, very stiff (CH)
yellowish-brown, hard, w/trace
CLAY,
10- of calcareous particles (CH) _ ~.
15- - ~ _
/
~]]~]~ ~'m~l::m'l::": SAND, light yellowish-brown, medium /
2o- .....:-....:. dense to very dense, fine (SP)
..::.'......:?;..,:;
.:':..::':..::'
:'~'.'F:.'::'
.~:.?.'::.?i
"i'.".'".'::'
· .'..::'.:..::::.:
30- ~
CLAY, yellowish-brown to light gray,
Iweathered sha~e)
Total Depth ~ 30-I/2 feet
lrace of ~ater on completion. Dry & caved
35- to 1¢' on 02-~1-07.
-BORING LOG 8-4 PLATE 5
GEOTEO-I4ICAL CON~JLT~
-- - reed
Office/Warehouse Facility
Proiect'No. 3396 Royal Lane at Creekview Drive
Date: 02-20-97 Coppell, Texas Location: See Plate
'" CORE Pocket Penetrometer Readings
Tons Per Sq. Ft.
~'~ i m, ~ StanDard Penetration Tests
~ ~ ~- DESCRIPTION OF STRATA B~ows per Foot -
Lu '~ I 2 3 4 4.5+ 4.5++
~ ~ ~'~ + 10 20 30 40 50 60
O-
CLAY, dark brown, medium stiff (CH)
5- CLAY, grayish-brown, stiff (CH)
CLAY, light grayish-brown, very stiff
(CH)
CLAY, yellowish-brown, very stiff (CH)
10-
SANDY CLAY, light yellowish-brown, - ~
hard, w/some calcareous particles (CL) ~
~'"~ -
Total Depth = 20 feet
Dry @ completion.
25- -
30-- -
35-
BOR];N$ LOG B-5 PLATE 6
BEOTEO-I~IICkL CONSULTANTS
Office/Narehouse Facility
Proiect No. 3396 Royal Lane at CreekvieN Drive
Coppell, Texas
Date: 02-17-@T Location: See PIBte 1
'" CORE Pocket Penetrometer Readings
Tons Per Sq. Ft.
~ ~ ~ ~ Standard Penetration Tests
~ mo ~ DESCRIPTION OF STRATA Blows per Foot - +
uti ~ I 2 3 4 4.5+ 4.5++
~-~ ~ ~t + 10 20 30 40 SO 60
0-
CLAY, grayish-brown, stiff to very stiff,
w/trace of calcareous particles (CH)
CLAY, yellowish-brown ~; brown, very
stiff to hard. w/some calcareous
5- particles (CH)
CLAY, yellowish-brown, very stiff (CH)
10- - (
15- - ~
CLAY, light brown, very stiff, w/trace of
calcareous particles (CH)
20- - ~
SANDY CLAY, yellowish-brown C, light ~
25- I gray, very stiff, w/trace of gravel (CL) _
· ~2___-_-__:__-~ SANDY SHALE, dark gray, soft ~
30-~'~-~--~ -- 100 ~lo~s = 1-1/2 i~ches~ -
Total Depth = 30 feet
Trace of water on completion.
· 35-
BORING LOG B-6 PLATE 7
GEOTE(3-1,iIP.,AL C;ONSULT~TS
'- - reed engineering
Office/Warehouse Facility
Project No. 3396 Royal Lane at Creekview Drive
Coppell, Texas
Date: O2-17-97 Location: See Plate
'" CORE Pocket Penetrometer Readings
:~ ~ ~ u3 Tons Per SCl. Ft.
~-- .~ ~ om uJ~ Standard Penetration Tests
,, " OESCRIPT[0N OF STRATA Blows per Foot - +
LU ! I 2 3 4 4.5+ 4.5++
CLAY, dark brown, stiff (CH)
~ CLAY, dark brown g grayish-brown. ~.~
5- -~ very stiff [CH) /-_
CLAY, gray, grayish-brown ~,
-~ yello.ish-brown, very stiff (CH)
10- Total Depth = 6 feet
15-
20-
25-
30-
35-
BORTNG LOG B-7 PLATE 8
BEOTEQ-~I]CAL CONSULTANTS
-. reed engineering
GR'O UP
Office/Warehouse Facility
Proiect No. 3396 Royal Lane at Creekv[ew Drive
Date: 02-17-97 Coppell, Texas Location: See Plate
'" CORE Pocket Penetrometer Readings
> u) (n Tons Per Sq. Ft. -!
· 'r' .~Lu Standard Penetration Tests
~- "-' DESCRIPTION OF STRATA B~ows per Foot -
u.I '~ I 2 3 4 4.5+ 4.5++
CLAY, grayish-brown, very stiff (CH)
CLAY, brown ~ grayish-brown, very
5- --~ stiff, w/some calcareous particles (CH) /-_
CLAY, dark yellowish-brown, very stiff,
-'~ w/trace of calcareous particles (CL)
Io- Total Depth = 6 feet
15-
20N
25~
-
35-
BOR[N$ LOG B-8 PLATE 9
GEOTECI-NICAL CONSULTANTS
- reed englneerini3__
G 7,~0 U P
Office/Warehouse Facility
Project: No. 3396 Royal Lane at Creekview Drive
Date: 02-17-97 Coppell, Texas Location: See Plate I
'" CORE Pocket Penetrometer Readings
> ~ Tons Per Sq. Ft.
:~ ..-, ~ ~ Standar~ Penetration Tests
~- ~ ~o ~. DESCRIPTION OF STRATA a~ows per Foot - ·
Lu r~- · ! 2 3 4 4.5· 4.5++
CLAY, grayish-brown & dark brown.
stiff to very stiff (CH)
Total Depth = 6 feet
-
20M -
· 35-
BORTNG LOG B-9 PLA'TE I0
GEOTECI~ZC4L CONSULTN~ITS
- reed engineerlng,~
Office/Harehouse Facility
Proiect No. 3396 Royal Lane at Creekview Drive
Coppell, Texas
Date: 02-17-97 Location: See Plate
u~ CORE Pocket Penetrorneter ReadinGs
> ~ *Tons Per Scl. Ft. -!
:~.,, i! ~ StandardPenetrationTe$1~s
~- ~ ~ DESCRIPTION OF STRATA
n uJ u~ cC cC ~ I 2 3 4 4.5+ 4.5++
c) ~ ~ · lo 20 30 ~.0 50 oo
o- ~ SANDY CLAY, yellowish-brown ~;
-~ grayish-brown, very stiff [Fill) (CH) /-.
t w CLAY, dark brown, very stiff [CH)
/
5- m CLAY. dark brown, grayish-brown g, _
_ yellowish-brown, very stiff (CH)
Total Depth = 6 feet
10- - -
15M -
25-
30-
· 35-
BOR[N$ LOG B-lO PLATE
6EOTECI-I~ICN. CONSULTANTS
- reed eng{neer{ng
S~Ijp
reed engineerings
GROUP
Office/~,iarehouse Faci:ity
Fro-cot No. 3396 ~ Fill
'- Royal Lane at Creekview Drwe
~ ~ Locat;or,: See F:ale 1 Type of F~
Date: 02-t9-97 C~p_,l, Texas
To~s Fer Sc. Ft. -~ CLAY (CL)
~ Stanca'd F~t~at,on Tests (LL<50)
~i~ ~"
io J~' ~ ~ + tD 20 3D 40 50 50
CLAY (CH]
~,~ I i (LL>50)
'~--' ' CLAY, dark grayish-brown, very ~ I -
i~ ~ stiff [CH)
JF/2l - CLAY, cark yeJow:sq-brown
JF/~ ~F~y~sh-bFcwn, VeFF stiff, w/some EL 5~)
5~5] ca;careous particles (CH) - J
~~ CL&Y. ye,:ow:sh-brc~n, very s~df.
w/trace of calcare:.us particles ~ SILT [~H)
ILL>50)
CLAYEY SAN3
SANDY CLAY, y_.:~.w~sh-b.o.n, very i
~ .
~.. r . S~LTY SAND
i5 .,,,f, w/calcareous 5arbcles (CL) _ - " ·
/ SAND
/
~ ~4 i
25~b~ *'".'~ dark ~ray, ,cft,",'
~ ~ .... ~ ........ GRAVEL
i
, ir~n stainin.3, S~ight'y ~_=~ .... Cd (GP-GN)
'; 5~ ~,I : ~ j ~[ : ~ms = ~-- ~ /~ ~i ¢, C '~., ~__. (wee th.ed)sHALE
I - '===J {unweathered)
30-- Tcta~ Cepth = 29 feet
~ Dry ~ - ':"~ ' ~ (weath~ed)
, cn 02-21-97. I ~ LIMESTONE
i ~ J (unweathered)
SANDSTONE
BORING LOG B-] PLATE 2 (unweathered)
UNDISTURBED ~ STANDARD
(Sh~y T~e ~ i ~, PENETRATION
NX-6ore) :
~ TEST ~ = ~ater ieve', at time of .~ihr-~.
~DISTURBED 7T~cO~~ . PE~TROMETERTEsT [ = SJDseoJer, t wat~ ,eve'. ant da'.e.
KEYS TO SYMBOLS USED ON BORING LOGS PLATE 12
6EOTECI-I'i]CAL CONSULTANTS
- reed englneering~
GR-OUP
SOIL PROPERTIES
COHFS[ONLESS SOILS COHESZVF SO[LS
SPT Pocket
N-Values Relative Penetrometer
(blows/foot) Density (T.S.F.) Consistency
0 - 4 ......................... Very Loose <0.25 ..................... Very Soft
4 -10 ......................... Loose 0.25-0.50 .............. Soft
10-30 ........................ Hedium Dense 0.50-1.00 ............... Hedlum Stiff
30-50 ....................... Dense 1.O0-2.00 ............... Stiff
50 + ......................... Very Dense 2.00-4.00 ............. Very Stiff
4.00 + ................... Hard
ROCK PROPERTIES
HARDNF'SS DTAGNOST[C FFATURFS
Very Soft .......................... Can be dented with moderate finger pressure.
Soft .................................... Can be scratched easily with fingernail.
Hoderately Hard ............. Can be scratched easily with knife but not with fingernail.
Hard ................................... Can be scratched with knife with some difficulty; can be broken by llght to moderate
hammer blow.
Very Hard ......................... Cannot be scratched with knife; can be broken by repeated heavy hammer blows,
BFGRFF OF NF/ATH~RING DIAGNOSTIC FFATURFS
Slightly Neathered ..............Slight discoloration inwards from open fractures,
Neathered ............................. Discoloration throughout; weaker minerals decomposed; strength somewhat less
than fresh rock; structure preserved,
Severely Neathered ........... Host minerals somewhat decomposes; much softer than fresh rock; texture becoming
indistinct but fabric and structure preserved.
Completely Neathered ....... Hinerals decomposed to soil; rock fabric and structure destroyed (residual soil),
KEY TO DESCRIPTIVE TERNS ON BORING LOGS PLATE 13
GEOTECI~IICAL CONS~TANTS
GEOTECHNICAL INVESTIGATION
OFFICE/WAREHOUSE FACILITY
ROYAL LANE AT CREEKVIEW DRIVE
COPPELL, TEXAS
Summary of Classification and Index Property Tests
Total
Moisture Liquid Plasticity Soil
Boring Depth Content Limit Index Suction
No. (feet) (%) (°4) (PI) (pst')
B-1 0.0 - 1.5 28.6 .... 1,690
1.5 - 3.0 24.0 .... 1,720
3.0 - 4.5 23.5 .... 1,220
4.5 - 6.0 24.2 .... 2,580
9.0 - 10.0 25.8 .... 3,980
14.0 - 15.0 15.7 33 18 2,210
19.0 - 20.0 18.7 - -- 1,440
24.0 - 25.0 27.5 .... 6,250
B-2 1.5 - 3.0 27.7 69 46 3,790
4.5 - 6.0 23.1 .... 3,250
9.0 - 10.0 19.7 62 44 12,390
14.0 - 15.0 24.8 ..... 6,690
B-3 0.0 - 1.5 26.8 .... 280
1.5 - 3.0 26.8 .... 290
4.5 - 6.0 21.6 62 42 5,260
9.0 - 10.0 13.6 .... 4,250
B-4 1.5 - 3.0 27.5 55 34 380
4.5 - 6.0 28.5 .... 2,500
9.0 - 10.0 24.0 59 36 5,200
14.0 - 15.0 20.1 .... 5,570
- SUMMARY OF LABORATORY TEST RESULTS PLATE 14
GEOTECHNICAL INVESTIGATION
OFFICE/WAREHOUSE FACILITY
ROYAL LANE AT CREEKVIEW DRIVE
COPPELL, TEXAS
(Continued)
Summary of Classification and Index Property Tests
Matdc
Moisture Liquid Plasticity Soil
Boring Depth Content Limit Index Suction
No. (feet) (%) (%) (PI) (pst').
B-5 1.5 3.0 32.3 .... 280
3.0 4.5 32.3 .... 500
4.5 6.0 30.1 .... 4,250
9.0 10.0 25.7 65 42 3,000
14.0 15.0 24.5 .... 8,710
19.0 20.0 10.3 31 19 5,190
B-6 0.0 1.5 27.0 55 32 950
3.0 4.5 23.6 .... 4,790
9.0 - 10.0 27.4 .... 6,190
14.0 - 15.0 26.5 .... 6,380
19.0 - 20.0 26.1 .... 4,500
B-7 0.0 - 1.5 24.3 .... 490
1.5 - 3.0 27.2 .... 290
B-8 0.0 - 1.5 22.0 .... 1,660
1.5 - 3.0 24.9 .... 1,780
B-9 1.5 - 3.0 32.3 .... 290
B-10 0.0 - 1.5 18.8 .... 250
1.5 - 3.0 20.3 .... 960
-SUMMARY OF LABORATORY TEST RESULTS PLATE 15
Summary of Unconfined Compression Tests
Dry Unconfi[
Moisture Unit Compre~
Sample Boring Depth Content Weight Stren9
Legend No. (feet) (%) (pct') __(psf)
A B-1 14.0 - 15.0 16.7 114.2 3810
B B-2* 14.0 - 15.0 25.2 101.0 2810
C B-3 9.0 - 10.0 14.8 117.3 4810
D B-4* 14.0 - 15.0 22.7 105.1 4620
E B-5* 14.0 - 15.0 25.0 101.1 3250
F B-6* 14.0 - 15.0 25.4 100.0 3700
* Sample failed along Plane of Weakness.
O'
0 2 4 6 8 10 '12
SUMMARY OF LABORATORY TEST RESULTS F
GUIDELINE SPECIFICATIONS
SOIL MODIFICATION
WATER L-NJECTION
FOR
OFFICE/XVAREltOUSE FACILITY
ROYAL LANE AT CREEKVlEW 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 three to four 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.
2. 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.
2. Slurry pumps shall be capable of pumping at least 3,000 GPH at 100 - 200 pounds
per square inch (psi).
Application
1. The injection work shall be accomplished at~er the building pad has been brought to
finished subgrade, minus select fill, and prior to installation of any plumbing, utilities,
ditches or foundations.
2. Adjust injection pressures within the range of 100 - 200 psi at the pump.
Project No. 3396 - 1 - March 12, 1997
3. Space injections not to exceed five feet on center each -*'ay, and inject a minimum of
five feet outside building area. Inject 10 feet beyond building at entrances.
4. Inject to a depth of 10 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 18-inch inter~'als down to the total depth with a
minimum of seven stops or intervals. The lower portion of the injection pipes shall
contain a hole pattern that will uniformly disperse the slurry in a 360° radial pattern.
Inject at each interval to "refusal". Refusal is reached '*'hen 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.
5. Multiple injections with water and surfactant -,,,'ill 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.
6. A minimum of 48 hours shall be allowed between each injection pass.
7. Injections will be continued until a pocket penetrometer reading of 3.0 tsfor 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.
8. 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, ASIM
D-698, at or above optimum moisture. A minimum of 12 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-698, at a moisture
content between -2 to +3 percentage points of optimum.
Project No. 3396 - 2 - March 12, 1997
Observation and Testing
1. Injection operations will be observed by a full-time representative of Reed
Engineering Group, Inc.
2. Undisturbed soil samples will be obtained continuously throughout the injected
depth, at a rate of one test hole per 5,000-square feet of injected area for
confirmation. Sampling will be performed a minimum of 48 hours after the
completion of the second injection pass.
. Project No. 3396 -3 - March 12, 1997