Hard 8 BBQ-SY050828PROJECT NO. 12536
AUGUST, 2005
GEOTECHNICAL INVESTIGATION
HARD EIGHT PIT BBQ
BETHEL ROAD AT FREEPORT PARKWAY
COPPELL, TEXAS
Presented To
PACHECO KOCH, INC.
CONSULTING ENGINEERS
DALLAS, TEXAS
August 29, 2005
Project No 12536
Pacheco Koch, Inc Consulting Engineers
8350 North Central Expressway, Suite 1000
Dallas, Texas 75206
ATTN Mr Jack Evans
Gentlemen
GEOTECHNICAL INVESTIGATION
HARD EIGHT PIT BBQ
BETHEL ROAD AT FREEPORT PARKWAY
COPPELL, TEXAS
Transmitted herewith are copies of the referenced report. Should you have any
questions concerning our findings or if you desire additional infonnation, do not hesitate
to call
Sincerely,
OF
REED ENGINEERING GROUP, LTI' ��Q;••'' °••17. 111
mac. P
Pandey, Ph.D
sneer
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Kundan
Project
Ronald F Reed, P E
Principal Engineer
KKP /RFRImt
copies submitted. (4) 6 62
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INTRODUCTION
TABLE OF CONTENTS
REELJ E I f l EE RI
PAGE
1
Project Description 1
Authorization 1
Purpose and Scope 1
FIELD AND LABORATORY INVESTIGATIONS 2
General. 2
Field Investigation 2
Laboratory Testing 3
GENERAL SITE CONDITIONS 4
Physiography 4
Geology 4
Stratigraphy 5
Ground Water 5
Texas Health and Safety Code and TCEQ Comment. 6
Seismic Site Classifications 6
ANALYSIS AND RECOMMENDATIONS 6
Potential Vertical Movements 6
Foundation Design 7
Grade Beams /Tilt -Wall Panels 9
Floor Slab 10
Earthwork. 14
Pavement. 15
Construction Observation and Testing Frequency 17
G R L1 lJ P
TABLE OF CONTENTS
(Continued)
ILLUSTRATIONS
PLATE
PLAN OF BORINGS 1
BORING LOGS 2 -5
KEYS TO TERMS AND SYMBOLS USED 6 &7
LABORATORY TEST RESULTS 8 &9
ABSORPTION PRESSURE -SWELL TEST RESULTS 10 &11
SPECIFICATIONS
PAGE
WATER INJECTION W "SELECT" FILL CAP 1
Project Description
This report presents the results of a geotechnical investigation performed for the proposed Hard
Eight Pit BBQ to be located at the southeast corner of the intersection of Freeport Parkway and
Bethel Road in Coppell, Texas The project consists of construction of an approximate 13,000
square foot, single -story, restaurant building with associated parking and drives Finished floor
is set at Elev 513 00 The general orientation of the building is shown on the Plan of Borings,
Plate 1 of the report Illustrations
Authorization
This investigation was authorized on August 2, 2005 pursuant to our Proposal No 7 -78
Purpose and Scope
The purpose of this investigation has been to evaluate the general subsurface conditions and
provide recommendations for
design of the foundation system,
floor slab,
pavement subgrade, and
site preparation and earthwork compaction criteria.
The investigation has included drilling sample borings, performing laboratory testing, analyzing
engineering and geologic data and developing geotechmcal recommendations The following
sections present the methodology used in this investigation.
Project No 12536 1 August 29, 2005
INTRODUCTION
R E E 1=3 E I I G I f l E E R I
G R EJ LJ P
Recommendations provided herein are site specific and were developed for the project
discussed in the report Introduction Persons using this report for other than the intended
purpose do so at their own risk.
FIELD AND LABORATORY INVESTIGATIONS
FR E E L7 E rl G I n E E Fa I n L
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General
The field and laboratory investigations have been conducted in accordance with applicable
standards and procedures set forth in the 2005 Annual Book of ASTM Standards, Volumes
04 08 and 04 09, "Soil and Rock." These volumes should be consulted for information on
specific test procedures
Field Investigation
Subsurface conditions were evaluated with a total of 4 borings drilled to depths of 6 to 25 -1/2
feet below existing (August 2005) grades The locations of the borings are shown on Plate 1 of
the report Illustrations
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 3 -inch
diameter Shelby tubes (ASTM D -1587) Cohesionless soils (sands and gravels) were sampled
in conjunction with the Standard Penetration test (SPT) (ASTM D -1586)
Delayed water level observations were made in the open boreholes to evaluate ground water
conditions Borings were backfilled at completion of field operations
Project No 12536 2 August 29, 2005
TABLE 1.
TESTS CONDUCTED AND ASTM DESIGNATIONS
Type of Test
ASTM Designation
Atterberg Limits
D -4318
Moisture Content
D -2216
Partial Gradation
D -1140
Soil Suction
D -5298
Unconfined Compression (Soil)
D -2166
Project No 12536 3
REED E I G I S E R
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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 5 The surface grade elevations shown on the Boring Logs are based on the
topographic information included on the site plan provided to this office, interpolated to the
nearest 1/2 foot. Keys to terms and symbols used on the logs are included as Plates 6 and 7
Laboratory Testing
All samples were returned to the laboratory and 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 undramed shear strength of selected samples Tests and ASTM designations are
provided in Table 1
August 29, 2005
The results of these tests are summanzed on Plates 8 and 9
GENERAL SITE CONDITIONS
1=1 E E rJ E 1 G 1 1 E E A 1 rl
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The expansive characteristics of the upper soils were also evaluated by means of two absorption
pressure -swell tests' Results of the swell tests are presented graphically on Plates 10 and 11
Physiography
The site is located at the southeast corner of the intersection of Bethel Road and Freeport
Parkway in Coppell, Texas Based on the topographic information shown on the site plan
provided to this office, the site slopes gently downhill from west to east. The existing grades
within the site vary from approximate Elev 513 0 at the western portion to approximate Elev
510 0 at the eastern portion of the site A drainage swale exists along the southern property
line Site grades within the building footprint vary from approximate Elev 512 to Elev 510
Finished floor is set at Elev 513
Geology
The site is located within terraced alluvial soils overlying the Cretaceous Eagle Ford Formation.
The terraced alluvial soils are associated with Quaternary deposition in the floodplain of the
Elm Fork Trinity River and its tributaries in the geologic past. Unweathered shale of the Eagle
Ford Formation typically consists of dark gray, soft clay shale that weathers to form highly
plastic CH clay
'Johnson, L.D Snethen, D.R. (1978) "Prediction of Potential Heave of Swelling Soil Geotechnical Testing
Journal, ASTM 1 (3), 117 -124
Project No 12536 4 August 29, 2005
Stratigraphy
Subsurface conditions encountered in the borings consisted of fill and alluvial soils encountered
through the termination depths of the borings. Fill consisting of brown gravelly clay was
encountered to depths of 1 -1/2 to 3 feet below existing (August 2005) grades in Borings B -1
and B -2
Alluvial soils encountered below fill, where present, and below surface grades in the balance of
the borings consisted, in descending sequence, of dark brown to brown, grayish- brown,
yellowish- brown, and brownish- yellow, high to moderate plasticity (CH to CL) clay, sandy
clay, and clayey sand. The upper 6 to 8 feet of the soils consisted of CH to CL clay and sandy
clay Below these depths, the alluvial deposits consisted predominately of sandy clay and very
dense clayey sand. Clayey sand was encountered below depths of 17 to 21 feet and extended
through the termination depths of the deeper borings
Weathered or unweathered shale of the Eagle Ford Formation was not encountered within the
depths explored.
Ground Water
Ground water seepage was encountered at depths of 18 -1/2 to 21 feet below existing grades
during dnlling. Ground water was noted at depths of 13 -1/2 to 14 feet during observation made
3 days subsequent to dnlling.
R E E O E I G 11 S E R I
G R O U
The ground water is perched above the relatively impermeable, unweathered shale primarily
within the alluvial soils. The presence and depth to ground water will fluctuate with variations
in seasonal and yearly rainfall Based on experience in the area, water is anticipated to be
present throughout the year
Project No 12536 5 August 29, 2005
Texas Health and Safety Code and TCEQ Comment
Pursuant to the Texas Health and Safety Code, Chapter 361, §361 538 and 30 Texas
Administrative Code 330, §330 953, Reed Engineering Group Ltd. has performed appropriate
soil tests as required by these regulations to demonstrate that the subject property does not
overlie a closed municipal solid waste landfill. The site observations and subsurface data do
not indicate the presence of buried municipal solid waste at this site Based on these data,
development of this site should not require a Development Permit, as described in §361 532
and §330 951 -330 963, Subchapter T
Seismic Site Classification
The site has been classified with respect to seismic design criteria contained in the 2000
International Building Code (IBC), Section 1615 1 5 The criteria require characterization of
the upper 100 feet of subsurface materials Based on the IBC criteria, the site may be classified
as Site Class C per Table 1615 1 1
ANALYSIS AND RECOMMENDATIONS
R E E LJ E 1 G I I l E E I I I l G
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Potential Vertical Movements
Potential Vertical Movements (PVM) were evaluated using an empirical procedure developed
by McDowell` and modified by the Texas Department of Transportation, T\DOT Test Method
124 -E in conjunction with the absorption pressure -swell and soil suction tests Based on the
McDowell, C "The Relation of Laboratory Testing to Design for Pavements and Structures on Expansive Soils."
Quarterly of the Colorado School of Mines, Volume 54 No 4 127 -153
"Method for Determining the Potential Vertical Rise, PVR." (1978) Texas Department of Transportation, Test
Method Tex -124 -E
Project No 12536 6 August 29, 2005
A E E L 7 E I 1 G I f l E E R I I I G
G FR O LJ P
PVM calculations and past experience, potential movements considering the soil moisture
variation from dry to moist conditions are estimated to be on the order of two to three inches
Movement will be associated with seasonal changes in soil moisture
Ground supported improvements (i e sidewalks and paving) will move in response to changes
in soil moisture The movement will be observed as heave if the soils are dry at the time the
pavement or sidewalk is constructed The movement will be observed as settlement if the soils
are moist at the time of construction. Generally, settlement will be limited to the outer
perimeter (outer four to five feet) of larger slabs Prudent watering during extended dry
climatic periods can control settlement. Recommendations are provided to limit movement
below the building; however, some movement of site paving and sidewalks should be
anticipated.
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 12 feet below existing
(August 2005) grades, within the yellowish -brown to brownish- yellow clay and sandy clay
The piers should be designed for an allowable bearing pressure of 5 kips per square foot (ksf)
considering dead load only or 7 5 ksf considering total (dead plus live) loads, whichever
governs
Project No 12536 7 August 29, 2005
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G R O U P
Piers proportioned in accordance with the allowable bearing value will have a minimum factor
of safety of three, against a shear or plunging failure, considering dead load only and a factor of
safety of two considering total loads The weight of the pier concrete below final grade may be
neglected in determining foundation loads Elastic settlement of properly constructed
underreamed piers should be limited to approximately 1/2 inch
Piers will be subjected to uplift associated with swelling within the upper clays. The piers
should contain reinforcing steel throughout the pier to resist the tensile uplift forces.
Reinforcing requirements may be estimated based on an uplift pressure of 1 1 ksf acting over
the top 8 feet of pier surface area. The calculated uplift value is considered a working load.
Appropriate factors of safety should be applied in calculating the percent of reinforcement.
"Mushrooming," or widening of the upper portion of the pier shaft, will significantly increase
the uplift pressure from the upper clays "Mushrooms" should be removed from the piers prior
to backfill operations.
Pier caps should not be used with the piers unless a minimum void of 4 inches (factor of safety
of 1 5) is created below the portion of the cap extending beyond the shaft diameter
Uplift resistance for underreamed piers will be provided by the weight of the soil overlying the
bell and the dead load from the structure A minimum bell -to -shaft diameter ratio of two to one
(2 1) is recommended to resist uplift associated with swelling of the upper soils A maximum
bell -to -shaft diameter ratio of 3 1 is recommended to limit possible caving of the bells.
Project No 12536 8 August 29, 2005
Ground water is not anticipated within the recommended founding depth of piers. Close
coordination between pier drilling and concrete placement is highly recommended to avoid
problems associated with ground water
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. Observation is recommended to confirm the beanng stratum and that the
excavation is dry prior to placement of concrete
Grade Beams /Tilt -Wall Panels
Grade beams or tilt -wall panels should be constructed with a minimum void of 4 inches (Factor
of Safety of 1 5) beneath them. A void is recommended to limit potential foundation
movements associated with swelling of the underlying soils.
F. E E L7 E 1 G 1 r E E FR 1 f
G R O Li F
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
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.
Project No 12536 9 August 29, 2005
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 clay, or equal, placed and compacted m
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 dram away from
the building. Compaction criteria are included in the Earthwork section.
Floor Slab
Potential movements associated with heave from a dry condition to a moist condition are
estimated to be on the order of 2 to 3 inches. Additional movement is possible if the clay
becomes saturated, such as can happen from utility leaks and excessive ponding of water
adjacent to the perimeter walls.
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 6 inches (approximate F S of 2) is recommended.
Use of a ground- supported floor is feasible, 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 clay
Project No 12536
10
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August 29, 2005
preswelling via multiple passes of water pressure infection.
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G R O L J
Several options and alternatives are provided in the following sections. The purpose of the
alternatives is to provide optimum performance of a ground- supported slab while limiting
unnecessary costs This office can assist with optimization of the alternatives upon review of
proposed finished grades.
The most economical way of limiting the potential for post construction floor movement, and
the most positive from a design perspective, is to reduce the potential for heave related
movement prior to construction of the floor This can be accomplished by either,
mechanically excavating the upper expansive soils, mixing the soils with water, then
recompacting the excavated soils at an elevated moisture in controlled lifts or
At completion of either the infection process or excavation and recompaction process, a surface
seal consisting of a minimum of 12 inches of "select" fill will be required to maintain the
desired moisture
The specific recommendations and general procedures for each of the alternatives are presented
in the following subsections Recommendations relevant to both alternatives are presented in
the Other Considerations subsection following the Alternative discussions.
Pressure Injection Alternative This alternative consists of performing cut and fill balance
followed by infection, then placement of the "select" fill. The performance of an injected
subgrade is dependent upon the quality of the workmanship Therefore, water pressure
infection is not recommended unless a representative of this office is present full time to
observe all infection operations.
Project No 12536
11 August 29, 2005
Procedures consist of the following below
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1 Cut and fill balance to within 12 inches of finished subgrade with on -site soils
Place and compact soils in accordance with recommendations in the Earthwork
section.
Note If insufficient on -site fill exists to achieve the proposed subgrade, all
imported fill for use below the building should consist of "select" soils.
Balance on -site soils to provide a uniform thickness of "select
2 Preswell the upper clays via pressure injection with water Perform infections to a
depth of 8 feet. Guideline specifications for performance of the injection process
are included in the report Specifications
3 Place and compact a minimum of 12 inches of "select" fill Placement
recommendations for "select" fill are included in the Earthwork section.
The actual number of injection passes required will be dependent upon the soil moisture
conditions at the time of construction For estimating purposes, and considering dry conditions
at the time of construction, a minimum of three infection passes should be anticipated.
Injections should be extended a minimum of five feet beyond the general building lines The
infection should be increased to 10 feet beyond the building at entrances to limit the potential
for differential movement between the structure and sidewalks or entrance pavement.
Project No 12536
12 August 29, 2005
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Excavation and Recompaction Option An alternative method of pre wetting the upper soils
to reduce the potential for post construction swell consists of excavation of the upper soils,
mechanically mixing the soil with water, then recompaction of the excavated soil in controlled
lifts General procedures are as follows.
1 Strip vegetation and excavate to Elev 506 0 (considering finished floor at 513 0)
Approximately four to six feet of excavation depth is anticipated.
2 Scarify the exposed subgrade to a depth of 6 inches, water as necessary and
recompact to the density and moisture recommended in the Earthwork section.
3 Compact on -site soils in lifts as outlined in the Earthwork section to within 12
inches of finished subgrade Place and compact soils in accordance with
recommendations in the Earthwork section.
Note If insufficient on -site fill exists to achieve the proposed subgrade, all
imported fill for use below the building should consist of "select" soils
Balance on -site soils to provide a uniform thickness of "select
4 Place and compact a minimum of 12 inches of "select" fill. Placement
recommendations for "select" fill are included in the Earthwork section.
Other Considerations The "select" fill cap should be placed within approximately seven
working days following completion of either the injection process or the excavation and
recompaction operations to limit moisture loss.
Careful consideration should be given to the actual area treated with either of the two
alternatives to reduce movement. The potential for post construction heave will be reduced in
the treated areas, however, areas left untreated will result in differential movement. In general,
Project No 12536
13 August 29, 2005
it is recommended the treated area extend beyond the building at entrances to reduce the
potential for differential movement among the building, the sidewalk and entrance pavement or
in areas where site paving is relatively flat because of drainage or ADA considerations
Potential floor movements associated with heave, considering a properly preswelled or
reworked subgrade, are anticipated to be on the order of one -half inch to one inch. Positive
drainage of water away from the structure must be provided and maintained after construction.
Architectural detailing of interior finishes should allow for approximately one -half to one inch
of differential floor movement.
A minimum 10 -mil thick polyethylene sheet is recommended below the floor to limit migration
of moisture through the slab from the underlying soils This is of particular importance below
sections of the floor covered with carpeting, paint or tile Penetrations and lapped points should
be sealed with a waterproof tape
Earthwork
All vegetation and topsoil containing organic material should be cleared and grubbed at the
beginning of earthwork construction. Areas of the site that will underlie fill 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 +1 to +4 percentage points above
optimum.
Site- excavated soils should be placed in maximum eight -inch loose lifts and compacted to the
moisture and density requirements outlined above
]=1 E f l G 1 I 1 E E R I n G
Project No 12536 14 August 29, 2005
G R C 7 LJ P
percent of Standard Proctor, at or above optimum moisture
R EEL1 E I1 ERIf
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The final 6 inches of subgrade below pavement should be compacted to a minimum of 95
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, placed and compacted in accordance with the recommendations
outlined above
Imported fill for use below the building should consist of "select" fill "Select" fill is defined as
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 points of optimum
moisture The "select" fill should be placed within approximately seven working days over the
reworked subgrade to limit moisture loss within the underlying soils
Pavement
Concrete pavement is anticipated for both car and light truck parking and for dnves and service
areas.
In general, stabilization of the subgrade is not cost effective when using rigid pavement and
does not significantly increase the load carrying capacity of the pavement However,
stabilization does provide a construction or working pad and may be advantageous from this
perspective, especially if construction occurs during the wetter portions of the year
Stabilization is recommended if traffic speeds will exceed 30 miles per hour (mph)
Project No 12536
15 August 29, 2005
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The specific pavement sections will be dependent upon the type and frequency of traffic For
drives and parking subject to cars and light trucks, a 5 -inch thick, 3,000 pounds- per square -inch
(psi) compressive strength pavement section constructed over a subgrade which has been
scarified and recompacted as outlined in the Earthwork section, should provide for unlimited
repetitions over a 20 -year life
For drives and service areas subject to the equivalent of four or less loaded semi trucks per day
and within fire lanes, a minimum 6 -inch thick, 3,000 -psi compressive strength pavement
section is recommended. The pavement should be constructed over a subgrade that has been
scarified and recompacted as outlined in the Earthwork section
Pavements should be lightly reinforced to control shrinkage cracks Reinforcing should consist
of the approximate equivalent of #3 bars (metric #10) at 18 inches on- center The specific
amount of steel should be determined based on spacing of expansion, construction and
contraction (saw) joints
Pavement sections should be saw cut at an approximate spacing in feet of 2 5 to 3 times the
pavement thickness expressed in inches, not to exceed a maximum spacing of 20 feet. (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
pointing techniques are discussed in detail in "Joint Design for Concrete Highway and Street
Pavements," published by the Portland Cement Association
4 "Joint Design for Concrete Highway and Street Pavements" (1980) Portland Cement Association, Skokie, IL.
Project No 12536
16 August 29, 2005
The above sections are based on the stated analysis and traffic conditions. Additional thickness
or subgrade stabilization may be required to meet the City of Coppell development code
Construction Observation and Testing Frequency
It is recommended the following items (as a minimum) be observed and tested by a
representative of this office during construction.
Observation
Testing
Fill placement and compaction.
Pressure-injection operations.
Pier construction and concrete placement.
P E E L7 E f l G I I l E E R 1 1 1 G
Earthwork
One test per 5,000 square feet per lift within fills below the building.
One test per 10,000 square feet per lift within fills in the paving area.
One test per 150 linear feet per lift in utility and grade beam backfill.
Post-injection borings, one bonng per 10,000 square feet of injected area.
The purpose of the recommended observation and testing is to confirm the proper foundation
bearing stratum and the earthwork and building pad construction procedures.
Project No 12536
17 August 29, 2005
G1=1
GPDUF
Hard Eight Pit BBQ
Project No. 12536 Bethel Road at Freeport Parkway
Coppell, Texas L 1. See Plate 1
:e 08 -12 -05
DEPTH,
feet
DESCRIPTIVE
SYMBOLS
SAMPLES
CORE
DESCRIPTION OF STRATA
Pocket Penetrometer (dings
Tons Per Sq. ,1
Standard Penetration Tests
Blows per Foot
ELEVATION
(feet)
31H
ODH
1 2 3 4 4.5+ 4.5++
10 20 30 40 50 60
0
5
10-
15
20-
25
30-
35-
512.5
511
508
505
499.5
494.5
491.5
487.5
GRAVELLY CLAY, brown, hard
(Fill) (GC)
1
V
Water
Seem
I
e
o
1
1
dur
118
ng
dr
5 05
lin
€6
P
II CLAY,
dark brown, hard, w /trace
calcareous nodules G deposits, w /some
sa nd (CL)
I
CLAY, light brownish -gray, hard,
nodules deposits,
w /calcareous odu es p
w /some sand (CL)
SANDY CLAY, brownish yellow light
brownish -gray, very stiff, calcareous
(CL)
SANDY CLAY, light yellowish-brown, 9 Y
very stiff, calcareous (CL)
Pre,
CLAY, yellowish -brown to light gray,
very stiff (CL)
Par
CLAYEY SAND, brownish yellow, very
dense, fine to medium (SC)
rely
!d'
Total Depth 25 feet
Seepage encountered 21' during drilling.
Water 23' after 10 minutes Water 14'
blocked 17' on 08- 15 -05.
BORING LOG B -1 PLATE 2
P_Cf1TCPYAITf'AI f`MICI 11 TAAITC
reed engineerin
GROUP
Hard Eight Pit BBQ
Project No 12536 Bethel Road at Freeport Parkway
Date 08 -12 -05 COppeli, Texas Location. See Plate 1
DEPTH,
feet
DESCRIPTIVE
SYMBOLS
SAMPLES
CORE
DESCRIPTION OF STRATA
Pocket Penetrometer Readings
Tons Per
Standard Penetration Tests
Blows per Foot
NOI1VA313
33H
OOH
1 2 3 4 4.5+ 4.5
10 20 30 40 50 60
0
5
T
10_
15-
20-
25-
30-
35-
510.0-
507
502.5-
499 5
493
484.5-
GRAVELLY CLAY, brown, hard
(Fill) (GC)
w /some fossils 2 5
1
V
WatE
See
wel
e
B
of
durng
ows
08-
driling.
5 -1/2
5 -05
inches
i
66-x+
x
rig Afr
Fri
SANDY CLAY, dark brown, hard (CL)
SANDY CLAY, yellowish -brown light
gray, hard, w /trace of calcareous
deposits (CL)
Al
CLAY, yellowish -brown light gray,
hard, w /trace of sand, calcareous (CL)
SAND, yellowish- brown, med 1
to coarse, very dense (SC)
re CLAYEY
r
040000
At
Total Depth 25 feet
Seepage encountered 18 -1/2' during
drilling. Water 23 -1/2' after 10 minutes
Water 13 -1/2' IS blocked 14 -1/2' on
08 -15 05
BORING LOG B -2 PLATE 3
frflrCrUtJTrAI MuCI11 TAUTC
reed engineering
Hard Eight Pit BBQ
Proiect No 12536 Bethel Road at Freeport Parkway
Coppell, Texas
.e 08 -12 -05
GR0UF
L ocation. See
Plate 1
DEPTH,
feet
DESCRIPTIVE I
SYMBOLS
SAMPLES I
CORE
DESCRIPTION OF STRATA
Pocket Penetrometer dings
Tons Per i
Standard Penetration Tests
Blows per Foot
ELEVATION
(feet)
Oaf
7 11S-7—:1
1 2 3 4 4.5+ 4.5++
10 20 30 40 50 60
0
5—
10—
15—
20-
25—
30-
35—
512-
509
506-
A
CLAY, brown, hard, w /trace of sand
(CL)
CLAY, brown, hard, w /some fine gravel
6 sand, w /some calcareous deposits
(CL)
1 w /trace of calcareous deposits
Total Depth 6 feet
Dry completion.
BORING LOG B -3
r_cnTCPLWTr'AI
PLATE
PMJCI U TANTC
4
reed engineering
Hard Eight Pit BBC
Project No 12536 Bethel Road at Freeport Parkway
Coppell, Texas Location:
Date 08 -12 -05
GROUP
See
Plate 1
DEPTH, I
feet
DESCRIPTIVE I
SYMBOLS
SAMPLES
CORE
DESCRIPTION OF STRATA
Pocket Penetrometer Readings
Tons Per 'E
Standard Penetration Tests
Blows per Foot
ELEVATION
(feet)
aoa
1 2 3 4 45+ 4.5++
10 20 30 40 50 60
0,
5—
10—
15-
20-
25—
30-
35-
512.0-
507 5
506
r
CLAY, dark gray, hard (CH)
I
w /some calcareous deposits 4 0'
CLAY, brown to grayish— brown, hard,
w /trace of calcareous deposits (CH)
Total Depth 6 feet
Dry completion.
BORING LOG 8 -4
rcnTCruuTrAI
PLATE
J I II TeuTc
5
reed en glneerin
Hard EIghr P BL GROUP
u!
'roiect Nc 12536
Bethel Rcad at reepnrt Parkway
Oare 28 l 2 -05 CISppell TeAas _:7tion See Pate 1
DEPTH
feet
DESCRIPTIVC
SYMBOLS
IESORIPTION JF STRATu
°ocket Penetrometer Reacings
Tons Per Sq. Ft. -H
Standard Penetration Tests
Blows per Foot 0
ELEVATION
(feet)
SAMPL
RED
1 2 4 4.5-f 4.5
0 20 20 40 50 80
GRAVELL( 7L41, Crown, hard
'Fill) (GC,
i aier
e
lev
111
urine
I
oe-
c
y
y
1
5
1
6
512.5
511.0
508.0
505.0-
499.5
494.5-
491.5
487.5
`sJJ
p
l•
I
CIA i' Uarx brown hard, wj f race
calcareous noculee deaosits
some .an0 (CLI
1C
C,24 r lignt brown s- -gray, hare,
wicalcareou=, noijles 0 depo.ts,
w iseme sand (CL
I
i
r
SANDY CLAY brownish- ✓eilew _v
ight orownisn -gray ye'✓ st't
2alcareous ,CL
SA„1r CLA r, igrt .iellowish- brown,
serti .rift, calcarerb ,,C_,
I
__Ar y ellowish -Lr awn to 11.,"t
gra ,tery /1
2',,,
25—
5
2b
CLAYEY SAND brewnlsn jelow,
ver, oerse fine i_ medium ,C"')
Or
O
Total Deoth 25 feet
Seepage enco .Jntere07 'a 21' dunng drilling.
Water a3 atter '0 minutes dater a 14
Si blocked 17 an 08- 5
BORING LOG B -1 PLATE 2
nrnrr_nun ir, n i rnnICCU TAAITC
T UNDISTURBED
(Shelby Tube
NX -Core)
DISTURBED
N,1 STANDARD
J J PENETRATION
TEST
THO CONE
PENETROMETER
TEST
reed engineering
reed engineering
GROUP
CLAY (CL)
(LL<50)
A.../ o
O
0 O C
o
—i
f7f1EN
1 U
Z Water level at time of drilling.
Fill
Subsequent water level and date.
Type of Fill
CLAY (CH)
(LL>50)
SILT (ML)
(LL<50)
SILT (MH)
(LL >50)
CLAYEY SAND
(SC)
SILTY SAND
(SM)
SAND
(SP -SW)
CLAYEY GRAVEL
(GC)
GRAVEL
(GP -GW)
(weathered)
SHALE
(unweathered)
(weathered)
LIMESTONE
(unweathered)
(weathered)
SANDSTONE
(unweathered)
KEYS TO SYMBOLS USED ON BORING LOGS PLATE 6
GEOTECHNICAL CONSULTANTS
COHESIONLESS SOILS
SPT
N— Values Relative
(blows /foot) Density
0 -4
4 -10
10 -30
30 -50
50
Very Loose
Loose
Medium Dense
Dense
Very Dense
SOIL PROPERTIES
ROCK PROPERTIES
DEGREE OF WEATHERING DIAGNOSTIC FEATURFS
KEY TO DESCRIPTIVE TERMS ON BORING LOGS
COHESIVE SOILS
Pocket
Penetrometer
(TS
<0.25
0.25 -0.50
0.50 -1.00
1.00 -2.00
2.00 -4 00
4 00
reed engjneering
�P0'JP
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
HARDNESS DIAGNOSTIC FEATURES
Very Soft Can be dented with moderate finger pressure.
Soft Can be scratched easily with fingernail.
Moderately Hard Can be scratched easily with knife but not with fingernail.
Hard Can be scratched with knife with some difficulty; can be broken by light to moderate
hammer blow
Very Hard..... Cannot be scratched with knife; can be broken by repeated heavy hammer blows.
Slightly Weathered Slight discoloration inwards from open fractures.
Weathered Discoloration throughout; weaker minerals decomposed; strength somewhat less
than fresh rock; structure preserved,
Severely Weathered Most minerals somewhat decomposes; much softer than fresh rock, texture becoming
indistinct but fabric and structure preserved.
Completely Weathered Minerals decomposed to soil; rock fabric and structure destroyed (residual soil).
PLATE 7
GEOTECHNICAL CONSULTANTS
GEOTECHNICAL INVESTIGATION
HARD EIGHT PIT BBQ
BETHEL ROAD AT FREEPORT PARKWAY
COPPELL, TEXAS
Summary of Classification and Index Property Tests
B -1 1 5 3 0 13 4 39 17 22 85,640
3 0 4 5 11 9 78,690
4 5 6 0 16 8 45 17 28 37,210
9 0 10 0 16 9 5,650 63
140 150 184 79
19 0 20 0 26 3 7,560
24 0 25 0 18
B -2 1 5 3 0 12 0 83,890
3 0 4 5 17 6 45 19 26 60,690
4 5 6 0 18 4 44,130 66
9 0 10 0 15 5 35 16 19 18,750
14 0 15 0 14 0 33 15 18 19,690
190 200 167 15
240 250 160 21
B -3 1 5 3 0 15 8 48 17 31
30 45 143
45 60 157
B -4 1 5 3 0 16.2
30 45 179 54 18 36
45 60 187
Total Percent
Moisture Liquid Plastic Plasticity Soil Passing
Boring Depth Content Limit Limit Index Suction No 200
No (feet) (PI) (psf) Sieve
SUMMARY OF LABORATORY TEST RESULTS PLATE 8
Dry Unconfined
Moisture Unit Compressive
Sample Boring Depth Content Weight Strength
Legend No (feet) (pcf) (ksf)
A B -1 90 -100 165 1143 36
0 00
Summary of Unconfined Compression Tests
0 10
0.20
0 30 0 40
strain
0 50
0 60
0 70
SUMMARY OF LABORATORY TEST RESULTS PLATE 9
GUIDELINE SPECIFICATIONS
SOIL MODIFICATION
WATER INJECTION W "SELECT" FILL CAP
FOR
HARD EIGHT PIT BBQ
BETHEL ROAD AT FREEPORT PARKWAY
COPPELL, TEXAS
Site Preparation
Pnor 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
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 blowback 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 after 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 12536 1 Water Injection Specifications
August 29, 2005 w/"Select" Fill Cap
3 Space injections not to exceed five feet on center each way and inject a minimum of
five feet outside building area. Inject 10 feet beyond building at entrances.
4 Inject to a depth of 8 feet or impenetrable matenal, whichever occurs first.
Impenetrable matenal 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 5 tons
Injections to be made in 12 -inch to 18 -inch intervals down to the total depth with a
minimum of 5 stops or intervals. The lower portion of the injection pipes shall
contam a hole pattern 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.
5 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.
6 A mimmum of 48 hours shall be allowed between each injection pass.
7 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. The engineer of
record can waive this requirement if, in his opinion, additional injections will not
result in additional swelling.
8 At the completion of injection operations, the exposed surface shall be scanfied and
recompacted to a density between 92 and 98 percent of maximum ASTM D -698
density, 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 8 inches
and compacted to at least 95 percent of maximum density, ASTM D -698, at a
moisture content between to +3 percentage points of optimum.
Project No 12536 2 Water Injection Specifications
August 29, 2005 w "Select" Fill Cap
Observation and Testing
1 A full -time representative of Reed Engineenng Group, Ltd. will observe injection
operations.
2 Undisturbed soil samples will be obtained continuously throughout the injected
depth, at a rate of one test hole per 10,000 square feet of injected area for
confirmation. Sampling will be performed a minimum of 48 hours after the
completion of the final injection pass.
Project No 12536 3 Water Injection Specifications
August 29, 2005 w "Select" Fill Cap
0
Z
b i
Q W
W
Z
0
Z
W
0
0
W
W
1
0
tl
0
i
m x Q. O- i- w
L LL I-
w �Q
ix 0
2 N
L
4)
m