Grand Cove-SY 940512Subsurface Investigation
BAMBURG BUILDING COMPANY
Residential Development
Bethel School Road
Coppell, Texas
Report to
Bamburg Building Company
DeSoto, Texas
By
Hooper Group, Inc.
4310 Sunbelt Drive
Dallas, Texas 75248
Tel 214/931-8222
HGI Job No. 94.172 May 12, 1994
Hooper Group, Inc. Geotechnicai Engineering Consultants -J
TABLE OF CONTENTS
INTRODUCTION 1
FIELD EXPLORATION 1
LABORATORY TESTING 2
GENERAL CONDITIONS
Topography 3
Soil /Rock Profile 4
Shrink /Swell Movement 5
Groundwater 5
RECOMMENDATIONS
Pavement Subgrade Preparation 5
Site Fill Fill Beneath Buildings 6
Cut Slopes for Utility Trenches 7
Residential Foundations 6
Drilled Piers 9
Grade Beams 10
Landscaping Near Building Lines 11
Surface Drainage Plan 11
SUMMARY 12
LIMITATIONS 13
SUMMARY OF LABORATORY TEST RESULTS 15
ABSORPTION /SWELL TEST RESULTS 21
pH SERIES 22
BORING LOCATIONS 24
LOG OF BORINGS 25
SPECIFICATIONS FOR CONTROLLED EARTHWORK 41
TYPICAL WALL SECTION 42
TYPICAL WALL SECTION 43
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INTRODUCTION
This investigation was conducted to determine the geotechnical engineering
characteristics of the subsurface soil /rock profile at the residential development that is
planned on Bethel School Road in Coppell, Texas. The subsurface conditions were
evaluated in order to formulate recommendations for foundation systems for the
residences.
Fifteen test borings were drilled at specific locations that were selected by
the geotechnical engineer to represent the residential subdivision. Each of the test
borings was drilled to a depth that is sufficient to evaluate the soil /rock profile for design
of shallow foundation systems and drilled pier foundation systems to support the
residential structures.
A drawing is included in this report that notes the boring locations
referenced to the property lines shown on the site plan furnished to the geotechnical
engineer by the client.
FIELD EXPLORATION
Test borings were advanced with a truck mounted rotary drill using a
continuous flight auger. Since this method of drilling does not require the use of water,
there was no moisture contamination of the subsurface soils that were sampled.
Undisturbed samples of the subsurface cohesive soils were obtained using
a thin wall Shelby tube sampler, and the samples were ejected in the field to examine for
sample quality and testability. Disturbed samples of harder subsurface layers were
obtained with a thick wall tube sampler for visual identification of the soil or rock type.
The low cohesion soils found in the subsurface profile could not be sampled
in a condition that would allow for effective strength testing in the laboratory, and were
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evaluated in -place using the Standard Penetration Test apparatus. This test consists of
driving a two inch diameter, split -spoon sampler into the soil layer with blows from a 140
pound weight dropped with a 30 inch free fall. The number of blows required to drive the
sampler 12 inches is a value that can be correlated to the allowable bearing capacity for
the coarse grained soil, and the blow count penetration is recorded on the boring logs at
the test depth.
Each soil and rock sample was sealed in a polyethylene bag to maintain the
in -place moisture content, and packed in a protective wooden box for transporting to the
laboratory.
Relative elevation of the ground surface at each boring location was
determined using a hand level, and the elevations noted on the boring logs are accurate
to within one foot.
LABORATORY TESTING
Each soil sample was visually examined by an experienced soils technician,
and classified according to the Unified Soil Classification System (USCS).
Undisturbed soil samples were trimmed to required testing dimensions, and
tested for in -place water content, dry unit weight and unconfined compressive strength.
The results of these tests give the normal engineering characteristics required for
evaluating the shear strength and consistency of fine grained soils found in the subsurface
profile.
Soil or rock samples obtained at the time of the Standard Penetration Test
are disturbed from their in -place condition, and are tested in the laboratory for in -place
moisture only.
Representative samples of each fine grained soil type found in the
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subsurface profile were tested for Atterberg Limit values. These index values give an
indication of the potential soil volume change that might occur when there are changes
in the soil moisture content.
The surficial soils encountered at this site have moderate plasticity values,
and representative samples from depths of two feet and four feet were tested for absorp-
tion/swell characteristics. This test evaluates the soil for quantity of swell that is
anticipated when water is made available to the soil in a test condition that duplicates the
in -place surcharge pressure. It should be noted that these test results apply to present
moisture conditions and may not accurately predict the amount of swelling soil
movements that could occur in the soils at other times of the year under different climatic
conditions.
Two representative samples of the pavement subgrade soil were treated
with hydrated lime to evaluate the stabilizing effect of the lime as measured by an
increase in soil pH. Seven different rates of application were evaluated so that the proper
amount of lime may be selected to adequately stabilize the subgrade soil.
GENERAL CONDITIONS Topography
The ground surface at this site is relatively flat to gently sloping terrain,
with a maximum of four feet change in elevation across the site. The relatively flat
ground surface will not cause surface water to drain off of the site readily, and is an
undesirable drainage feature that should be corrected in the design of the final grading
plan for the development of the property.
The site had been partially stripped prior our arrival to the jobsite. There is
a sparse cover of grass and weeds growing on portion of the site, and stripping to a
depth of one to two inches will be necessary to remove this vegetation prior to pavement
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Hooper Group, Inc. Geotechnical Engineering Consultants
and foundation construction. Many medium to large sized trees were found growing on
the site at the time of this investigation.
Soil /Rock Profile
Samples obtained from the test borings show the surface soil is generally
a brown clayey sand to sandy clay with low to moderate plasticity characteristics (PI
22). Absorption /swell test results show the sample from a depth of two feet increased
in volume by 3.73 percent when water was made available to the sample. This
represents a very significant potential for shrink /swell volume changes with seasonal
changes in the soil moisture content. The clayey sand to sandy clay is dense to hard in
consistency, moist in water content and extended to depths of six inches to three feet
at the test boring locations.
Grey and orange, tan and orange or tan sandy clay with low to moderate
plasticity characteristics (PI 6 to 29) is found below the brown clayey sand to sandy
clay found at the ground surface. Absorption /swell test results show the samples from
depths of two feet and four feet increased in volume by 0.00 percent to 4.93 percent
when water was made available to the samples. This represents a negligible to very
significant potential for shrink /swell volume changes with seasonal changes in the soil
moisture content. In -place penetration test results and unconfined compression test
results indicate the sandy clay has moderate bearing capacity below twelve feet, and the
sandy clay could be used for support of lightly loaded structures. The sandy clay is stiff
to hard in consistency, moist in water content and extended to the termination depth of
Boring 3 at twenty feet, and to depths of seven feet to seventeen feet at the other test
boring locations.
Grey and orange, tan and brown, tan and orange or tan sand is found below
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the sandy clay. In -place penetration test results indicate the sand has moderate bearing
capacity, and the sand could be used for support of lightly loaded structures. The sand
is medium dense to dense in consistency, moist in water content and extended to the
termination depth of thirteen of the test borings at twenty feet.
Tan and orange gravel is found at Boring 8 below the sandy clay. The
gravel is dense in consistency, moist in water content and extended to the termination
depth of this test boring at twenty feet.
Shrink /Swell Movement
Total shrink /swell potential for the soil /rock profile is in the range of two to
five inches as the soils go from a dry weather condition to a point of complete saturation.
Potential vertical rise calculations and swell test results indicate the probable shrink /swell
soil movements in the surficial soils may be more than shallow foundation systems can
withstand without some distress. Very stiff shallow foundation systems, or deep
foundation systems may be necessary where the shrink /swell movement potential
exceeds acceptable levels for shallow foundation systems.
Groundwater
No excess moisture or groundwater table was found in any of the fifteen
test borings drilled for this investigation.
RECOMMENDATIONS
Pavement Subgrade Preparation
If the surface soil is to be used as subgrade directly beneath concrete
pavement, the top six inches of subgrade soil should be stabilized by adding hydrated lime
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at a minimum rate of 5 percent (27 pounds per square yard) by dry weight to lower the
plasticity characteristics of the clay. Laboratory test results indicate that this quantity of
lime will raise the pH of the stabilized soil to an acceptable level. The lime and soil should
be thoroughly mixed so that after final mixing, at least 60 percent of the soil /lime particles
will pass a No. 4 sieve.
The lime stabilized subgrade should then be uniformly compacted to a
minimum of 95 percent of ASTM D698 (Standard Proctor) maximum density at a
moisture content within three percent of optimum. The compacted subgrade should be
tested for in -place density and moisture content at a frequency of one test per 5,000
square feet, within 48 hours of pavement construction.
Concrete pavements should be placed on the lime stabilized subgrade
outlined above, and a subgrade modulus of 200 should be used in the thickness design
of the pavement.
Site Fill and Fill Beneath Buildings
On -site soils or soils of a similar character could be used to raise the grade
for the building pads. The fill should be placed in thin lifts (6 to 12 inches), and should
be uniformly compacted to a minimum of 95 percent of ASTM D698 (Standard Proctor)
maximum density. The moisture content of the fill should be within three percent of
optimum during compaction.
Moisture content and in place density of the fill is very important, and each
compacted lift should be tested in -place at a frequency of one test per 2,500 square feet
in the building areas. If the fill operations are continuous between lots, the frequency of
testing could be lowered to one test per 10,000 square feet of compacted area.
Earthwork will be designed and constructed in accordance with HUD data sheet 79G, see
Specifications for Controlled Earthwork, page 41.
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Note that the addition of more than one foot of on -site soil will raise the
weighted plasticity index for the soil profile, and may require a stiffer foundation system
to handle the increase in predicted shrink /swell movements.
Cut Slopes for Utility Trenches
There are two types of soils at the site with regard to the OSHA soil
classification system. These soil types are sandy clays and clayey sand or sand.
SANDY CLAY is a soil that has predominately clay size particles and this
soil is the most prevalent at the site. The sandy clay found at the site has good cohesion,
and is classified as a Type A soil. A Type A soil is stable on a cut slope of three quarters
horizontal to one vertical for trenches less than twelve feet deep left open less than
twenty four hours.
CLAYEY SAND or SAND is a soil that has predominantly coarse grained
particles and this soil type is also present at the site. The sand found at this site is
classified as a Type C soil, and is stable on a cut slope of one and one half horizontal to
one vertical for slopes less than twelve feet deep left open less than twenty four hours.
No groundwater was found in any of the fifteen test borings drilled for this
investigation. Any soil found below the water table is considered a Type C soil and open
cut excavations should be cut on a slope of two horizontal to one vertical for short term
excavations.
Daily inspections of all excavations should be made by a competent person,
with periodic inspections by a representative of the geotechnical engineer. All OSHA
guidelines should be followed by the utility contractor.
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Hooper Group, Inc. Geotechnical Engineering Consultants
Residential Foundations
The subsurface soil /rock profile at the site has a weighted plasticity index
of 15 to 26, and potential vertical rise calculations and absorption /swell test results
indicate a potential for movement in the range of two to five inches in the top twelve feet
of the soil /rock profile. According to the BRAB criteria, shrink /swell movements in the
near surface soil profile should be within the range of tolerance only for very stiff shallow
foundation systems. If these movements are excessive for design of shallow foundations,
pier and beam foundation systems with raised structural floor systems should be used.
The following parameters should be used for the design of post tension
foundation systems:
Differential swell for edge lift 1.7 inches
Differential swell for center lift 4.0 inches
Type of clay montmorillinite
Percent passing US #200 sieve 70 percent
Depth to constant suction 7 feet
Constant suction value 3.6 pF
Velocity of moisture 0.7 in. /month
Edge moisture variation, edge lift 4.0 feet
Edge moisture variation, center lift 5.0 feet
Grade beams should be set in the natural soil profile, or in uniformly
compacted and tested fill, at a minimum depth of twelve inches below finished grades.
An allowable bearing capacity of 1,500 psf should be used to size these structural
members. The beams should be cast monolithic with the floor slab to give added
stiffness to the foundation system.
Finished floor elevations should be set high enough above the final exterior
grades around building perimeters so that a positive flow of water away from the
foundation is assured. The ground surface should slope away from the perimeter of the
residences a minimum of one foot vertical in ten feet horizontal, and should be maintained
for a minimum distance of six feet.
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Drilled Piers
If the potential soil movements outlined above are not acceptable for
shallow foundation systems, deeper foundation systems based in the sandy clay or sand
are recommended to avoid the effects of these movements in the soil profile. There is
moderate bearing capacity available in the sandy clay and the sand, and the sandy clay
or sand could be used to support light foundation loads. The following maximum
allowable bearing capacities are recommended for the design of drilled pier foundation
systems:
For drilled and belled piers that are based in the
sandy clay at a depth of 14 feet below finished
grades;
base resistance allowable 4,000 psf
For straight shaft drilled piers that penetrate into the
sand a minimum of 6 feet, found at depths of 7 feet
to 17 feet below the existing ground surface;
-base resistance allowable
uplift resistance in sand
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2,000 psf
1,000 psf
Belled piers should have a minimum bell to shaft ratio of two to one to
resist the uplift forces caused by swelling soil movement. Swelling soil movement will
result in an uplift skin friction applied to the top ten feet of pier, and the amount of force
should be computed using a skin friction value of 1,500 psf applied for the full ten feet.
Tensile stresses resulting from the uplift force will require that reinforcing steel is used
in the pier shaft, and the quantity of steel should be sufficient to resist the full uplift force
that could occur prior to the time that dead load is applied to the top of the pier shaft.
Reinforcing steel should extend for the full length of the shaft.
Extensions of the piers should be the same diameter as the piers, and the
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cross section of the pier shaft should not be allowed to enlarge at the ground level. A
mushroom at the top of the pier would allow very large uplift pressures to develop and
the enlargement should not be allowed to occur. Pier caps should have void box
protection.
Water may be encountered during the drilling of some piers, and may
require the use of temporary casing to prevent the intrusion of water into the pier hole.
Temporary casing will not be required if the drilling operations can be handled in such a
way that no more than one inch of water is in the hole at the time of concreting.
The sandy clay and sand will deteriorate with exposure to drying air, and
concrete should be placed in the pier hole within eight hours of completing the drilling.
Pier holes left open longer than eight hours should be re- penetrated prior to filling with
concrete.
Concrete for the piers should be designed for a slump of four to six inches
(five to seven inches in cased piers), and a collection hopper should be specified to assure
that the concrete drops vertically into the pier hole without segregating.
Continuous inspection of the pier drilling operations by a representative of
Hooper Engineering Laboratories, Inc. is required. The inspector can assure that the
proper bearing stratum is penetrated, that the bells are full size, clean and dry at the time
of concreting, and that proper concreting procedures are used in constructing the piers.
Grade Beams
Where a drilled pier foundation system is used, grade beams should not be
placed directly on the moderate plasticity soil, and should be protected from the
shrink /swell movements in the soil profile. Void box forms or some other method of
protection should be used to allow for 8 inches of upward soil movement to take place
without stressing the grade beams. Exterior walls are very sensitive to movements in the
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supporting grade beam, and the void boxes are necessary to isolate the grade beam from
the shrink /swell activity in the soil profile.
Landscaping Near Building Lines
Irrigation water for landscaping is a source of problems where there are
expansive soils in the soil profile. Landscaping beds should be designed to be above the
finished grades around the residences, so that excess irrigation water is not allowed to
penetrate into the subgrade soils or crawl spaces. A polyethylene sheet attached to the
grade beam is necessary to prevent irrigation water from penetrating into the subgrade
soils or crawl spaces. See suggested details, pages 42 and 43.
Trees draw moisture in an irregular pattern and will cause some movement
in surface structures and shallow foundations. Surface structures, sidewalks and
pavements are particularly susceptible to these movements, and some differential
movement can be expected if they are constructed within one half the mature height from
these trees.
Surface Drainage Plan
The subsurface soils at this site are very sensitive to changes in soil
moisture content, and an effective surface drainage plan is vital to the successful
performance of foundation systems. All surface moisture should be drained away from
the residences and not allowed to pond near the building perimeters. Allowing moisture
to penetrate into the subsurface soils will result in swelling soil movements that will have
an adverse effect on shallow foundation systems and pavement surfaces, and should be
avoided.
Currently there are poor drainage conditions due to the relatively flat
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topography at the site, and final grades should be designed to correct this unfavorable
drainage condition.
Roof drains will collect a significant amount of water at distinct locations
around the building line. It is important that this water is discharged far enough away
from the building perimeters to prevent the water from entering the highly expansive
subgrade soils. A distance of three feet should be considered a minimum. It is preferable
that this rainwater is drained on the ground surface rather than to use subsurface drains
that can become clogged or broken without being noticed.
SUMMARY
This site for the proposed residential development has relatively flat to
gently sloping topography, and the final grading plan should be designed to correct this
unfavorable drainage condition. There is a surface layer of moderate plasticity brown
clayey sand to sandy clay, a layer of low to moderate plasticity grey and orange, tan and
orange or tan sandy clay overlying a tan and orange, grey and orange, tan and brown or
tan sand that extended to the termination depth of the test borings at twenty feet. No
groundwater was found in any of the fifteen test borings drilled for this investigation.
Lime stabilization of the subgrade soil is recommended for pavement
structures. The application rate provided should increase the support strength to an
acceptable level.
On -site soil or borrowed soil of a similar character could be used to raise the
grades for the building pads. The fill should be placed in thin lifts and thoroughly
compacted to provide uniform support for the residences, and to prevent future
settlement.
Minimum allowable slopes for open cut utility trenches are provided for use
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94.172 12
in installation of utility lines at the site.
There will be very significant shrink /swell movements in the soil /rock profile
as there are changes in the soil moisture content, and shallow foundation systems should
not be used where the these movements will cause excessive deflection in structures.
Deep foundation systems based in the sandy clay or sand are recommended where these
movements are considered excessive. Soil parameters are also provided for design of
post tension foundation systems.
Landscaping water can cause problems where shallow foundation systems
or crawl spaces are used. The landscaping beds at this site should be set high enough
above final exterior grades so that excess irrigation water drains away from the building
perimeters and is not allowed to penetrate into the subgrade soils or crawl spaces.
Effective control of surface water is very important where there are
moderate to moderate plasticity clays in the soil profile. The final grading plan should be
designed to assure that all surface water flows away from the residences without
allowing substantial penetration of water into the active clay soils.
Roof drains should discharge rain water at least three feet from the building
line to prevent water from entering the highly expansive subgrade soils.
LIMITATIONS
Every effort has been made to properly evaluate the subsurface conditions
at this site based on the samples recovered from the test borings and the results of
laboratory tests on these samples. However, it must be recognized that the conclusions
reached in this report were based on the conditions at the fifteen test boring locations.
Our professional services were performed, our findings were obtained, and our
recommendations prepared in accordance with generally accepted engineering principles
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and practices.
To assure that recommendations made in this report are properly interpreted
and implemented in the final plans and specifications, a general review of the final plans
and specifications by the geotechnical engineer is recommended. If the geotechnical
engineer is not provided an opportunity to make this review, he can assume no
responsibility for misinterpretation of his recommendations.
Should any unusual conditions be encountered during construction of this
project, this office should be notified immediately so that further investigation and
supplemental recommendations can be made.
Engineering Analysis By:
Reviewed By:
J 1.1
ifs DAVID A. HOOPER
...N.N /NMMMMMM
9 69931 p ��1
94.1 72 14
Respectfully submitted,
Sophie Baweja
Staff Engineer
David Hooper, M.Engr., P.E.
Consulting Geotechnical Engineer
Texas 69931
Hooper Group, Inc. Geotechnical Engineering Consultants
SUMMARY OF LABORATORY TEST RESULTS
Boring Depth
No. Feet
Soil Description
1 2 SANDY CLAY, grey orange,
1 4 SANDY CLAY, grey orange,
1 9 SANDY CLAY, grey orange,
1 14 SANDY CLAY, grey orange,
1 19 SAND, grey orange,
2 0 CLAYEY SAND, brown,
2 2 SANDY CLAY, grey orange,
2 4 SANDY CLAY, grey orange,
2 9 CLAYEY SAND, grey orange,
2 14 SAND, tan brown,
2 19 SAND, tan brown,
3 0 CLAYEY SAND, brown,
3 2 SANDY CLAY, grey orange,
3 4 SANDY CLAY, grey orange,
3 9 SANDY CLAY, grey orange,
94.172 15
HGI Job No.
Date
94.172
5/10/94
Water Dry Liquid Plasticity Unconfined Unit
Content Unit Limit Index Compressive Strain
Class Weight Strength
pcf ksf
CL 11.7 113 30 18 9.9 2.3
CL 16.9 103 8.5 3.6
CL 15.1 102 35 20 4.9 4.3
CL 13.4 98 6.2 2.6
SP 11.1
SC 12.0
CL 11.5 116 24 12 9.5 2.6
CL 16.0 116 38 27 6.0 2.7
SC 10.9
SP 2.9
SP 3.2
SC 10.5
CL 14.6 122 9.3 2.9
CL 16.4 117 38 26 8.9 2.3
CL 16.0 117 8.6 2.4
Hooper Group, Inc. Geotechnical Engineering Consultants
SUMMARY OF LABORATORY TEST RESULTS
Boring Depth
No. Feet
Soil Description
3 14 SANDY CLAY, grey orange,
3 19 SANDY CLAY, grey orange,
4 0 CLAYEY SAND, brown,
4 2 SANDY CLAY, grey orange,
4 4 SANDY CLAY, grey orange,
4 9 SANDY CLAY, grey orange,
4 14 SAND, tan orange,
4 19 SAND, tan orange,
5 2 SANDY CLAY, grey orange,
5 4 SANDY CLAY, grey orange,
5 9 SAND, tan grey,
5 14 SAND, tan grey,
5 19 SAND, tan grey,
6 2 SANDY CLAY, grey orange,
6 4 SANDY CLAY, grey orange,
CL 15.4
SC 15.6
SP 5.6
SP 5.5
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94.172 16
HGI Job No.
Date
94.172
5/10/94
Water Dry Liquid Plasticity Unconfined Unit
Content Unit Limit Index Compressive Strain
Class Weight Strength
ok pcf ksf
CL 15.8 110 7.4 3.6
CL 16.7 117 40 26 9.0 5.2
CL 12.9 116 8.6 2.6
CL 15.3 118 33 19 8.7 6.0
SP 1.8
SP 2.9
CL 14.5 113 9.9 6.2
CL 15.3 116 38 25 8.7 5.4
SP 6.0
CL 16.4 116 10.2 5.8
CL 18.7 105 44 29 6.2 4.7
SUMMARY OF LABORATORY TEST RESULTS
Boring Depth
No. Feet
6 9 SAND, tan,
6 14 SAND, tan,
Soil Description
6 19 SAND, tan,
7 0 SAND, brown,
7 2 SANDY CLAY, grey orange,
7 4 SANDY CLAY, grey orange,
7 9 CLAYEY SAND, tan orange,
7 14 CLAYEY SAND, tan orange,
7 19 GRAVEL, tan orange,
8 0 CLAYEY SAND, brown,
8 2 SANDY CLAY, brown orange,
8 4 SANDY CLAY, grey orange,
8 9 CLAYEY SAND, tan orange,
8 14 CLAYEY SAND, tan orange,
Water Dry Liquid Plasticity Unconfined Unit
Content Unit Limit Index Compressive Strain
Class Weight Strength
pcf ksf
SP 1.9
SP 1.7
SP 1.6
SP 11.1
CL 14.7 120 38 23 10.0 0.4
CL 9.9 127 28 15 10.3 0.2
SC 9.8
SC 10.5
GW 7.4
SC 14.9
SC 10.1
94.172 1 7
HGI Job No.
Date
94.172
5/10/94
CL 17.5 108 35 22
CL 11.1 110 6.7 1.9
SC 7.2 16 6
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SUMMARY OF LABORATORY TEST RESULTS
Boring Depth
No. Feet
Soil Description
8 19 CLAYEY SAND, tan orange,
with gravel
9 0 CLAYEY SAND, brown orange,
9 2 SANDY CLAY, brown orange,
9 4 SANDY CLAY, grey orange,
9 9 SAND, tan orange,
9 14 SAND, tan orange,
9 19 SAND, tan orange,
10 0 SANDY CLAY, brown,
10 2 SANDY CLAY, brown,
10 4 SANDY CLAY, grey,
10 9 CLAY, grey orange,
10 14 CLAYEY SAND, tan,
10 19 SAND, tan,
11 0 CLAYEY SAND, brown,
11 2 SANDY CLAY, brown orange,
SP 2.7
SP 1.8
SC 6.4
SP 7.5
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SC 17.2 103
HGI Job No.
Date
94.172
5/10/94
Water Dry Liquid Plasticity Unconfined Unit
Content Unit Limit Index Compressive Strain
Class Weight Strength
pcf ksf
SC 13.6
SC 17.1 105
CL 16.3 113 9.0 0.6
CL 8.4 109 24 11 7.2 1.6
SP 5.8
CL 11.3 118 10.2 0.2
CL 1 5 0 1 1 1 9.8 0.2
CL 15.6 114 40 27 9.9 0.2
CH 18.7 114 10.2 0.2
CL 13.6 106 34 22 5.7 0.4
Hooper Group, Inc. Geotechnical Engineering Consultants
SUMMARY OF LABORATORY TEST RESULTS
Boring Depth
No. Feet
11 14 SAND, tan,
11 19 SAND, tan,
Soil Description
11 4 SANDY CLAY, grey orange,
11 9 SANDY CLAY, grey orange,
12 0 CLAYEY SAND, brown orange,
12 2 SANDY CLAY, brown orange,
12 4 SANDY CLAY, brown orange,
12 9 SAND, tan orange,
12 14 SAND, tan orange,
12 19 SAND, tan orange,
13 0 SANDY CLAY, brown,
13 2 SANDY CLAY, brown,
13 4 SANDY CLAY, grey orange,
13 9 SANDY CLAY, grey orange,
94.172 19
HGI Job No. 94.172
Date 5/10/94
Water Dry Liquid Plasticity Unconfined Unit
Content Unit Limit Index Compressive Strain
Class Weight Strength
pcf ksf
CL 17.2 109 33 20 5.8 8.0
CL 13.7 122 5.3 3.6
SP 6.8
SP 5.4
SC 20.6
CL 16.8 106 32 20 2.9 3.7
CL 14.8
SP 3.5
SP 5.9
SP 4.9
CL 12.1 107
CL 15.6 121 35 22 10.3 0.2
CL 13.3 125 10.5 0.2
CL 12.1 122 31 21 10.3 0.2
Hooper Group, Inc. Geotechnical Engineering Consultants
SUMMARY OF LABORATORY TEST RESULTS
Boring Depth
No. Feet
Soil Description
13 14 SAND, grey orange,
13 19 SAND, grey orange,
14 0 CLAYEY SAND, brown orange,
14 2 SANDY CLAY, brown orange,
14 4 SANDY CLAY, brown orange,
14 9 SANDY CLAY, brown orange,
14 14 SAND, brown,
14 19 SAND, brown,
15 0 SANDY CLAY, brown orange,
1 5 2 SANDY CLAY, brown orange,
1 5 4 SANDY CLAY, brown orange,
1 5 9 SANDY CLAY, grey orange,
15 14 SAND, brown,
15 19 SAND, brown,
SP 5.7
SP 3.2
CL 16.1 102
CL 18.1 108 32 20
SP 3.8
SP 3.4
94.172 20
HGI Job No.
Date
94.172
5/10/94
Water Dry Liquid Plasticity Unconfined Unit
Content Unit Limit Index Compressive Strain
Class Weight Strength
pcf ksf ok
SP 3.8
SP 4.2
SC 15.1
CL 17.7 110 30 17 3.5 3.6
CL 17.8 105 35 22 3.6 6.2
CL 10.6 119
CL 18.4 114 5.4 8.5
CL 10.7 124 10.1 0.8
Hooper Group, Inc. Geotechnical Engineering Consultants
ABSORPTION /SWELL TEST RESULTS HGI Job No. 94.172
Date: 10- May -94
Boring Depth In -Situ In -Situ Final Surcharge Vertical
No. Dry Unit Water Water Pressure Swell
Weight Content Content
Feet pcf psf
1 2 120 1 1 .5 16.6 250 4.80
2 2 118 11.3 17.0 250 4.93
4 2 112 16.0 19.8 250 4.13
6 2 111 16.2 20.5 250 4.00
9 2 105 17.7 20.6 250 0.40
10 2 112 15.1 19.8 250 3.73
11 2 103 16.0 20.6 250 0.53
15 2 108 17.5 17.6 250 0.00
1 4 107 16.8 21.4 500 2.00
3 4 1 1 1 13.2 18.6 500 1.87
5 4 110 14.8 18.9 500 1.60
7 4 115 14.1 17.6 500 3.60
8 4 103 14.4 20.3 500 0.27
12 4 103 16.0 20.6 500 0.53
13 4 116 14.0 17.6 500 3.33
14 4 106 17.7 19.0 500 0.13
PROCEDURE:
In -situ water content sample (2.50 inch diameter x 0.75 inch) placed in confining ring,
surcharge pressure equal to the in -situ pressure applied, free water made available to
the sample, and sample allowed to swell completely. Load removed and final water
content determined.
94.172 21
Hooper Group, Inc. Geotechnical Engineering Consultants
94.1 72
13.0
12.0
11.0
10.0
9.0
8 .0
7.0
0
pH Lime Series ASTM C977
Lime Added pH
0 8.00
2 12.20
4 12.36
5 12.43
6 12.47
7 12.48
8 12.50
10 12.51
4 5 6
L Added
10
Hooper Group, Inc. Geotechnical Engineering Consultants
22
94.172
13.0
12.0
11.0
Q10.0
9.0
8.0
7.0 0
pH Lime Series ASTM C977
Lime Added pH
r
0 8.97
2 12.31
4 12.45
5 12.48
6 12.50
7 12.52
8 12.53
10 12.55
6 L Add 7 8
Hooper Group, Inc. Geotechnical Engineering Consultants
23
10
SCALE 1" 200'
NORTH
Boring Locations
Project RESIDENTIAL DEVELOPMENT
Location COPPELL TEXAS
Client BAMBUPG BUILDING COMPANY
Job No. 94.172 12 MAY 94
94.1 72
24
94.172
LOG OF BORINGS
The boring logs and related information depict subsurface conditions
at the specific locations and at the particular time designated on
the Togs. Soil conditions at other locations may differ from the
conditions found at these boring locations, and with the passage of
time, soil conditions at these boring locations may change.
Hooper Group, Inc. Geotechnical Engineering Consultants
25
LOG OF BORING
PROJECT Residential Development BORING NO 1
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28/94 DRILLER: Hooper GROUND ELEVATION: 100
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
41d'
1wAS
aldw
netroi
ding:
T THD Cone Penetration Test V Water Table
Description of Stratum
lg
:rown cayeysan•, •ense moist 1.4
S
4.5+
S
4.5+
5
Grey and orange sandy clay, hard moist
S
4.5+
10
S
4.5+
16.0'
15
Grey orange sand, dense moist
20
P
3/3/7
End of boring 20'
25
30
35
40
94.172
26
LOG OF BORING
PROJECT Residential Development BORING NO 2
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28/94 DRILLER: Hooper GROUND ELEVATION: 100
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
?pth
Symt
mple
netro
adinc
T THD Cone Penetration Test V Water Table
Description of Stratum
rown c ayey sans, ense :moist
S
4.5+
S
4.5+
Grey orange sandy clay, hard moist
8.0'
Grey orange clayey sand, medium dense moist
10
r
P
11/13/16
10.5'
Tan brown sand, dense moist
15
P
8/6/11
P
6/10/11
20
End of boring 20'
25
30
35
40
94.1 72
27
LOG OF BORING
PROJECT Residential Development BORING NO 3
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28194 DRILLER: Hooper GROUND ELEVATION: 100
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
yid:
Symt
mple
netro
adinc
T THD Cone Penetration Test V Water Table
Description of Stratum
kb,
Brown clayey sand, dense moist 1.0'
r
S
4.5+
S
4.5+
5
S
4.5+
Grey orange sandy clay, hard moist
10
S
4.5+
15
S
3.75
20
End of boring 20'
25
30
35
40
94.172
28
LOG OF BORING
PROJECT Residential Development BORING NO 4
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28194 DRILLER: Hooper GROUND ELEVATION: 100
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
y }d;
Symi
mple
netro
ading
T THD Cone Penetration Test V Water Table
Description of Stratum
B
Brown clayey sand, dense moist 1.0'
S
4.5+
J
S
4.5+
5
Grey orange sandy clay, hard moist
S
4.5+
10
12.0'
P
8/10/8
orange sand dense moist
Tan g
15
P
5/8/7
20
En of boring 20'
25
30
35
40
94.172
29
LOG OF BORING
PROJECT Residential Development BORING NO 5
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28/94 DRILLER: Hooper GROUND ELEVATION: 99
Penetration
Test, Blows /6"
Legend:
B Bag
S Shelby Tube
C Core
P STD Penetration Test
X No Recovery
y;d(
Symt
imple
netroi
ding
T THD Cone Penetration Test
V Water Table
Description of Stratum
Brown clayey sand, dense moist
1.0'
S
4.5+
Grey orange sandy clay, hard moist
5
S
4.5+
A
8.5'
P
7/5/8
10
Tan grey sand, dense moist
P
3/5/8
15
P
9/9/7
20
End of boring 20'
25
30
35
40
94.172
30
LOG OF BORING
PROJECT Residential Development BORING NO 6
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28194 DRILLER: Hooper GROUND ELEVATION: 100
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
epth
Symk
ample
netro
adinc
T THD Cone Penetration Test V Water Table
Description of Stratum
rown c ayey sans, ense moist .1
S
4.50
Grey orange sandy clay, hard moist
S
4.50
7.0'
P
4/5/5
10
Tan sand, dense moist
P
6/9/6
15
P
3/6/6
20
End of boring 50'
25
30
35
40
94.1 72
31
LOG OF BORING
PROJECT Residential Development BORING NO 7
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28/94 DRILLER: Hooper GROUND ELEVATION: 98
Depth Feet
Symbol
Sample Type
Penetrometer
Reading, TSF
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
T THD Cone Penetration Test V Water Table
Description of Stratum
B
S
S
4.5+
4.50
Brown sand, dense moist 1.0
Orange sandy clay, hard moist 2.5'
Grey orange sandy clay, hard moist
10
S
P
4.50
4.50
3/9/12
Tan orange clayey sand, dense moist
15.0'
15
Tan orange sand with gravel, dense moist
End of boring 20'
20
25
30
35
40
94.172
32
LOG OF BORING
PROJECT Residential Development BORING NO 8
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 5/94 DRILLER: Staub GROUND ELEVATION: 96
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
q1c1(
Symk
ample
netro
adinE
enetr1
;t, BIc
T THD Cone Penetration Test V Water Table
Description of Stratum
S
1.25
Brown sandy clay, very stiff moist
S
2.50
3.0'
S
4.5+
Grey orange sandy clay, hard moist
8.0'
S
3.00
10
Tan orange sandy clay, stiff moist
P
5/6/11
15
17.0'
•O
.v....O.
Tan orange gravel. dense moist
20
P
8/5/7
End of boring 20'
25
30
35
40
94.172
33
LOG OF BORING
PROJECT Residential Development BORING NO 9
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 5/94 DRILLER: Staub GROUND ELEVATION: 96
Depth Feet
Symbol
Sample Type
Penetrometer
Readings, TSF
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
T THD Cone Penetration Test V Water Table
Description of Stratum
S
S
P
P
P
1.00
4.5+
4.5+
8/7/12
9/9/8
7/9/10
Brown sandy clay, stiff moist 0.5'
j
Grey orange sandy clay, hard moist
3.0'
Tan orange sandy clay, hard moist
13.0'
5
10
Tan orange sand, medium dense moist
End of boring 20'
15
20
25
3D
35
40
94.1 72
34
LOG OF BORING
PROJECT Residential Development BORING NO 10
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 5/94 DRILLER: Staub GROUND ELEVATION: 96
Depth -Feet
Symbol
Sample Type
Penetrometer
Reading, TSF
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
T THD Cone Penetration Test V Water Table
Description of Stratum
S
S
S
S
S
P
4.5+
4.5+
4.5+
4.5+
4.5+
4/7/8
Brown sandy clay, hard moist
3.0'
Grey sandy clay, hard moist 4.5'
Grey orange sandy clay, hard moist
7.0'
Grey orange clay, hard moist
13.0'
10
Tan clayey sand, dense moist
16.0'
15
Tan sand, dense moist
End of boring 20'
20
25
30
35
40
94.172
35
LOG OF BORING
PROJECT Residential Development BORING NO 11
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 5/94 DRILLER: Staub GROUND ELEVATION: 97
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
)pth
Syml
ample
netro
adinc
T THD Cone Penetration Test V Water Table
Description of Stratum
S
1.00
Brown sandy clay, soft moist 1.0
S
4.50
S
3.50
Grey orange sandy clay, hard moist
9.0'
10
S
4.5+
Tan orange sandy clay, hard moist
12.0'
J
P
7/8/9
15
Tan sand, dense moist
P
5 /8/7
20
End of boring 20'
25
30
35
40
94.172
36
LOG OF BORING
PROJECT Residential Development BORING NO 12
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 5/94 DRILLER: Staub GROUND ELEVATION: 96
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
spth
Symt
mple
netro
ading
T THD Cone Penetration Test V Water Table
Description of Stratum
:rown c ayey sans, sense moist 1
S
3.00
Tan orange sandy clay, very stiff moist
5
T
47/12.0"
8.0'
P
9/10/12
10
Tan orange sand, dense moist
15
P
9/9/11
P
8/9/12
r.
20
End of boring 20'
25
30
35
40
94.172
37
LOG OF BORING
PROJECT Residential Development BORING NO 13
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 28/94 DRILLER: Staub GROUND ELEVATION: 97
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
ypdk
Syml
ample
netroi
ding
T THD Cone Penetration Test 0 Water Table
Description of Stratum
S
4.5+
Brown sandy clay, hard moist
j
2.5'
S
4.5+
S
4.5+
5
Grey orange sandy clay, hard moist
S
4.5+
10
13.0'
P
5ni9
15
Tan brown sand, dense moist
P
4/8/12
20
End of boring 20'
25
30
35
40
94.172
38
LOG OF BORING
PROJECT Residential Development BORING NO 14
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 5194 DRILLER: Staub GROUND ELEVATION: 97
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
epth
Syml
ample
netro
adinc
T THD Cone Penetration Test V Water Table
Description of Stratum
2.00
Brown sandy clay, stiff moist 0.5'
j S
S
2.00
Grey orange sandy clay, very stiff moist
5
S
3.00
r
7.0'
S
4.5+
Tan orange sandy clay, hard moist
10
4
13.0'
P
8/9/11
15
Tan orange sand, dense moist
P
9/11/10
20
End of boring 20'
25
30
35
40
94.172
39
LOG OF BORING
PROJECT Residential Development BORING NO 15
CLIENT Bamburg Building Company LOCATION Coppell, Texas
JOB NO 94.172 BORING TYPE Hollow Stem Auger
DATE 5/94 DRILLER: Staub GROUND ELEVATION: 97
taaA 43dea
Symbol
Sample Type
Penetrometer
Reading, TSF
Penetration
Test, Blows /6"
Legend: B Bag
S Shelby Tube C Core
P STD Penetration Test X No Recovery
T THD Cone Penetration Test V Water Table
Description of Stratum
S
S
S
P
P
2.00
2.00
3.50
4.5+
9/9/10
7/9/13
town san•y c ay, sti z moist 1
Grey orange sandy clay, very stiff moist
8.0'
5
Tan orange sandy clay, hard moist
13.0'
10
Tan orange sand, dense moist
18.0'
15
Tan orange sand with gravel, dense moist
End of boring 20'
20
25
30
35
40
94.172
40
Specifications for Controlled Earthwork
This item consists of general specifications for the preparation of land to be filled, filling
operations, spreading, compaction, control of the fill and related work necessary to
complete the grading of cut and fill areas to conform with project plans and
specifications.
Grubbing, Excavation and Preparation for Filling Operations
1. All vegetation should be removed from the building areas and burned or discarded.
Trees that are to be removed should be removed in their entirety, including stumps and
all roots. The holes that are left after clearing of tree roots should be backfilled and
compacted to the specifications outlined below.
2. Soil that is excavated from cut areas could be stockpiled and used for fill in areas
where fill is required. Prior to using this material, all deleterious materials should be
removed, i.e., vegetation and other organic materials. If the soil is within the specified
moisture content range, the soil can be placed at the natural moisture content.
Modification will be necessary if the soil moisture content is outside the specified limits.
3. Prior to placing fill, the top six inches of subgrade soil should be scarified, wetted
and recompacted to a minimum of 95 percent of ASTM D698 (Standard Proctor)
maximum density. The fill should be within three percent of optimum during
compaction.
4. The materials that are used for fill should be native to the site, and could consist of
clays and chalky clays or weathered limestone. The fill should be free of organic
material, and rocks greater than six inches in diameter. No rocks will be permitted
within twelve inches of finished grade.
Compaction and Control of Earthwork
1. Fill should be placed in thin lifts (6 to 12 inches) and compacted to a minimum of 95
percent of maximum density as determined in the laboratory by ASTM D698 (Standard
Proctor). The fill should be placed at a moisture content within three percent of
optimum during compaction.
2. Moisture content and in -place density of the fill is very important, and each lift of fill
should be tested in -place at a frequency of one test per 2,500 square feet of building
area. If the fill is placed continuously between building pads, the frequency of testing
could be reduced to one test per 10,000 square feet of compacted area.
Hooper Group, Inc. Geotechnical Engineering Consultants
94.172
41
CRAWL SPACE
MI -M-(11 F-5111I
TIGHTLY
COMPACTED
CLAY BACKFILL g
PIER
BEYOND
94.172 42
FINISHED
GRADE
MITT-11H --11/17E-7---111
10 MIL P°LY
TIGHTLY COMPACTED
CLAY BACKFILL
NOTES
I. WRAP POLY AROUND 2 X 4
3 TIMES BEFORE NAILING
TO GRADE BEAM TO SEAL.
2. POLY SHOULD EXTEND
ONTO GROUND SURFACE
AT LEAST 6 FEET FROM B.L.
TYPICAL WALL SECTION
SECTION BETWEEN PIERS
HOOP ENGINEERING LABORATORIES. INC.
8/87
Qo O Ve O ��o 0 O p 00 oQQQ O 4
1111 1111 =11It =rill ,o q
C NATURAL m b:te
SOIL
eQOQ� o; °.p•
1 11II,sit11�
=�I6� Ill1� 1(11 c1111 EII!!- 1
TIGHTLY COMPACTED
III CLAY BACKFILL
1",
NOTES
I. WRAP POLY AROUND 2X4
3 TIMES BEFORE NAILING
TO GRADE BEAM TO SEAL
2. POLY SHOULD EXTEN D
ONTO GROUND SURFACE
AT LEAST 6 FEET FROM B.L.
TYPICAL WALL SECTION
GRADE BEAM DETAIL
94.172 43
I0
10 MIL
POLY
MDOPER ENGINEERING LABORATORIES. INC.
11/e7