Four Seasons 1-SY 901005PROJECT NO. 556.2
OCTOBERt 1990
GEOTECHNICAL INVESTIGATION
PROPOSED OFFICE/WAREHOUSE
SANDY LAKE (THWEATT) ROAD
2%ND ROYAL LANE
COPPELLt TEXAS
Presented To:
FOUR SEASONS DISTRIBUTION
GRAPEVINE, TEXAS
reedengineering
~ GEOTECHNICAL CONSULTANTS '
reed engineering
GEOTECHNICAL CONSULTANTS
October 5, 1990
Project No. 556.2
Four Seasons Distribution
500 Industrial Drive
Grapevine, Texas 76051
ATTN: Mr. Stanley Davidow
GEOTECHNICAL INVESTIGATION
PROPOSED OFFICE/WAREHOUSE
SANDY LAKE (THWEATT) ROAD AND ROYAL LANE
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,
UP
Ronald F. Reed, P.E.
RFR/aap
copies submitted:
(1) Four Seasons Distribution/
Mr. Stanley Davidow
El) Bradford Companies/Mr. Subash Gaitonde
(1) Brockette'Davis'Drake, Inc./Mr. Gary McHale
(1) WSI Architects/Mr. Ray Garrison
2424 STUTZ DRIVE · SUITE 400 · DALLAS, TEXAS 75235 · 214/350-5600 · (FAX) 214/350-0019
reed engineering
TABLE OF CONTENTS
P~GE
INTRODUCTION ........................................... 1
Project Description ............................... 1
Authorization ..................................... 1
Purpose and Scope ................................. 2
FIELD ]END LABORATORY INVESTIGATIONS .................... 2
General ........................................... 2
Field Investigation ............................... 2
Laboratory Investigation .......................... 3
GENERAL SITE CONDITIONS ................................ 4
Geology ........................................... 4
Subsurface Conditions ............................. 5
Soil Conditions ................................... 5
Ground Water ...................................... 6
Potential Vertical Movements ...................... 6
RECOMMENDATIONS ........................................ 7
General ........................................... 7
Foundation ........................................ 7
Tilt-Walls/Grade Beams ............................ 8
Floor Slab ........................................ 8
Earthwork ......................................... 9
Pavement Subgrade Preparation .................... 11
APPENDIX
PLATE
PLAN OF BORINGS ........................................ 1
BORING LOGS .......................................... 2-10
K~¥g TO TRRMg AND SYMBOLS USED ...................... 11&12
LABORATORY TEST RESULTS ............................. 13&14
PRESSURE-SWELL TEST RESULTS ......................... 15-17
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GEOTECHNICAL CONSULTANTS -
rc~d engineering
TABLE OF CONTENTS
(Continued)
LIME AND WATER
WATER
SPECIFICATIONS
PAGE
INJECTION ............................... 1
INJECTION AND SELECT FILL ........................ 4
- ii -
GEOTECHNICAL CONSULTANTS
reed engineering
INTRODUCTION
Project Description
The project consists of an office/warehouse building for Four
Seasons Distribution in Coppell, Texas. The property is located
on the southeast corner of the intersection of Sandy Lake
(Thweatt) Road and Royal Lane, Coppell, Texas. The orientation
of the building on the site is shown on the Plan of Borings,
Plate 1 of the report Appendix.
The structure will be approximately 173,000 square feet in plan
dimension. Tilt-wall construction with a ground-supported floor
is anticipated. Column loads are anticipated to be on the order
of 60 to 100 kips. Finished floor has been set at Elev. 524, or
1 to 3 feet above present grades.
Authorization
This investigation was authorized by Four Seasons on September
15, 1990.
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GEOTECHNICAL CONSULTANTS
reed engineering
Purpose and Scope
The purpose of this investigation has been to evaluate the
general subsurface and ground water conditions, and to provide
recommendations regarding design and construction of the
foundation, soil stabilization for a ground-supported floor
slab, and general pavement design. The investigation has
included drilling sample borings, performing limited laboratory
testing, and engineering and geologic analysis.
FIELD AND LABORATORY INVESTIGATIONS
General
The field and laboratory investigations have been conducted in
accordance with standards and procedures set forth in the 1990
Annual Book of ASTM Standards, Volume 04.08, "Soil and Rock,
Building Stones; Geotextiles". This volume should be consulted
for information on specific test procedures.
Field Investigation
Subsurface conditions were evaluated by 15 borings drilled to
depths of 30 to 45 feet below existing (September, 1990) site
grades. Six borings (B-1 through B-6) were drilled for the
preliminary investigation, and submitted in Reed Engineering
Group's Report 556. The boring locations for this study (B-7
through B-15) are shown on the Plan of Borings, Plate 1 of the
report Appendix.
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GEOTECHNICAL CONSULTANTS -
reed engineering
Undisturbed samples of cohesive soils were obtained with three-
inch diameter, thin-walled, seamless Shelby tube samplers.
Cohesionless soils were sampled utilizing a standard split-spoon
sampler in conjunction with the Standard Penetration Test (SPT).
SPT results (number of blows per 12 inches) are shown on the
logs.
Borings were advanced between sampling intervals using a truck-
mounted drilling rig equipped with continuous flight augers.
All samples were extracted from the sampling devices in the
field, logged and packaged for transport to the laboratory.
Sample depth, description of materials, and soil classifications
[Unified Soil Classification System (USCS)] are presented on the
individual Boring Logs, Plates 2 through 10. Keys to terms and
symbols used on the logs are included as Plates 11 and 12.
Delayed water level observations were obtained. The results of
the water level observations are presented on the boring logs.
Labor&tory Investigation
Upon return to the laboratory, all samples were logged in detail
by an engineering geologist in accordance with the Unified Soil
Classification System (USCS). The consistency of cohesive soils
was evaluated using a pocket penetrometer. Pocket penetrometer
results are plotted on the boring logs.
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GEOTECHNICAL CONSULTANTS ,
r~d engineering
Selected samples of the upper clays were subjected to Atterberg
Limits, natural moisture content and grain size determinations.
Test results are summarized on Plates 13 and 14. The expansive
characteristics of the upper soils were evaluated by a
combination of soil suction and absorption-swell tests. Soil
suction determinations are provided on Plate 14. Absorption
pressure-swell test results are presented on Plates 15 through
17.
GENERAL SITE CONDITIONS
Geology
The site is underlain by Quaternary Age terrace
overlying Cretaceous shale of the Woodbine Formation.
deposits
Based on
preliminary borings, terrace deposits vary in thickness from 37
to 47 feet. In descending sequence, the terrace soils consist
of fine-grained clays and sandy clays over coarser-grained
sands and with increase in depth sandy gravels. The Woodbine
shale is relatively unweathered at the interface between the
Quaternary and Cretaceous Age deposits.
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GEOTECHNICAL CONSULTANTS
reed engineering
Subsurface Conditions
As discussed in the previous section, the upper 37 to 47 feet of
material consists of fine grading to coarse-grained terrace
soils over Woodbine shale. The upper four to seven feet of
terrace soil consists of hard, brown to dark brown clays of high
plasticity. Below these depths, the clays become sandier and
less plastic and are yellowish-brown and light gray in color.
This zone extends to depths of 11 to 17-1/2 feet.
Tan to light brown and light gray mottled clayey sand/sandy clay
was encountered below depths of 11 to 17-1/2 feet. These
materials increase in grain size with depth and extend to 13 to
21 feet whereupon tan and light brown, poorly graded sand was
encountered.
The sands extended to the top of shale at depths of 37 to 47
feet. The sands are gravelly below depths of about 32 to 38
feet.
Soil Conditions
The upper soils are moderately to highly plastic (CL and CH)
clays. These materials are hard and desiccated to depths of
about 10 feet due to seasonal weather. Below depths of 10 feet,
the soils are stiff to very stiff sandy clay and medium dense to
dense clayey sands. These materials are relatively moist.
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~., GEOTECHNICAL CONSULTANTS ·
reed engineering
Sands encountered below depths of 19 to 24 feet are medium dense
to very dense with SPT blow counts varying from 10 to 100. Both
the sandy clay/clayey sand layer and the sands are stable with
respect to seasonal moisture variations.
Ground Water
Ground water was noted within the open bore holes at depths of
33 to 35 feet during drilling. This level is consistent with
past experience in the area. This level will vary with
fluctuations in seasonal and yearly rainfall.
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 12 feet below grade. Due to the stratigraphy, and
the depositional history of the near-surface soils, no
significant deep-seated potential for movement exists.
Based on the laboratory data, the maximum potential movements
are calculated to be two to three inches. The floor slab will
be subject to movements of this magnitude if the soils are dry
at the time of construction.
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GEOTECHNICAL CONSULTANTS
reed engineering
RECOMMENDATIONS
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.
Foundation
Type - Reinforced belled or underreamed piers.
Bearing Stratum - Tan sand or 18 feet below finished floor
(Elev. 524), whichever occurs first.
Allowable End Bearing - Six kips per square foot.
Calculated Settlement - One quarter to half inch.
Factor of Safety - Three or greater considering a shear or
plunging failure.
Recommended Bell-to-Shaft Ratio - Minimum 2 to 1 (2:1), maximum
3:1.
Equivalent Uplift for Reinforcinq Desiqn - Eleven hundred pounds
per square foot (psf) over upper 12 feet of shaft.
Construction Considerations -
1. Ground water not anticipated. Precautions against
extending piers into sand need to be taken to prevent
caving of underreams.
2. Concrete should be placed within four hours of
underream construction.
Observation - Full-time observation by a representative of this
office recommended.
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GEOTECHNICAL CONSULTANTS
reed engineering
Tilt-Walls/GraQe Beams
Minimum four-inch void recommended. Use of wax-impregnated
cardboard forms recommended below grade beams.
Floor Slab
Alternative 1 - Suspended with a minimum six-inch void.
Alternative 2 - Ground-supported floor over preswelled subgrade
by use of lime and water injection.
Subqrade Preparation -
Cut and fill balance to floor subgrade using on-site
soils placed in accordance with Earthwork section.
Preswell existing soils and fill by use of multiple
lime and water pressure injection to 10 feet below
finished subgrade. Guideline specifications included
in report Specifications.
Scarify lime into top six inches of subgrade,
recompact as outlined in Earthwork section·
Construct compacted clay fill around outside of
building as outlined in Earthwork section.
Alternative 3 - Ground-supported floor over preswelled subgrade
by use of water injection capped with select fill.
Cut and fill balance to within 18 inches of floor
subgrade in accordance with Earthwork section.
Preswell existing soils and fill by use of multiple
water injections to a depth of eight feet. Guideline
specifications included in report Specifications.
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~ GEOTECHNICAL CONSULTANTS '
reed engineering
Scarify surface and recompact in accordance with
Earthwork recommendations. Maintain moisture as
needed.
Place 18 inches of "select" fill in accordance with
the Earthwork recommendations.
Potential Post-Construction Movements (Alternatives 2 and 3) -
One inch or less.
Additional Consideration/Recommendations -
Extend subgrade treatment (minus select fill) a
minimum of 5 feet beyond building lines, or 10 feet at
entrances to provide transition zone.
Compact clay adjacent to building perimeter as
presented in Earthwork section.
Provide and maintain positive drainage of water away
from building.
Construct minimum five-foot horizontal barrier around
building. Barrier may consist of buried polyethylene
in landscaped areas.
Earthwork
Site Preparation -
Remove existing vegetation and organics.
depth estimated at four inches.
Stripping
Scarify and recompact upper six inches of existing
soils to the moisture and density identified below in
areas underlying fill and within the building or
pavement limits.
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GEOTECHNICAL CONSULTANTS
reed engineering
Fill Placement - On-Site Soils.
1. Lift Thickness - Maximum eight inches, loose
measurement.
2. Compaction - Minimum 92 percent, maximum 98 percent of
ASTM D-698 (Standard Proctor).
3. Moisture - Adjust moisture of lift to within +1 to +5
percentage points of optimum.
Fill Placement - "Select" Soil.
Definition - "Select" to consist of a uniformly
blended clayey sand with Plasticity Index (PI) of
between 4 and 15.
Compaction - Minimum 95 percent of ASTM D-698,
Standard Proctor.
Lift Thickness - Not to exceed eight inches, loose
measurement.
Moisture - Adjust moisture of lift to within -2 to +3
percentage points of optimum.
Lime Modified Subqrade -
1. Scarify to six inches and recompact.
2. Compaction - Minimum of 94 percent and maximum of 100
percent of ASTM D-698 (Standard Proctor).
3. Moisture - Optimum or above.
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GEOTECHNICAL CONSULTANTS ·
reed engineering
Compacted Clay Barrier -
Remove construction debris and sandy soils from area
outside and adjacent to tilt-wall panels or grade
beams down to natural soils or tested fill.
Compact on-site clay (minimum PI of 25) in lifts to
density and moisture specified for on-site soils.
3. Compact clay to finished grade.
Testinq -
1.
Building Area - Minimum one test per 10,000 square
feet per lift.
Paving - One test per 10,000 square feet per lift.
Plumbing Ditches and Perimeter Backfill - One test per
200 linear feet per lift.
All testing and observation to be performed by a
representative of the Reed Engineering Group.
Pavement Subgrade Preparation
Pavement subgrade preparation requirements will be a function of
the type and thickness of pavement used, and should be based on
the specific loading conditions anticipated. ~In general, for
asphalt pavement, stabilization of the upper six inches of
subgrade with six percent hydrated lime is recommended. For
reinforced concrete pavement, scarification and recompaction of
the upper six inches of subgrade in accordance with Earthwork
section for "on-site soils" is recommended. 'I
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GEOTECHNICAL CONSULTANTS '
"'~ REED ENGINEERING GROUP
fl
THWEAT ROAD
~ B-7 i
~B-t
B-15 B-14 -13
NORTH
gCALE: 1'-~OO'
pLAN OF BORINGS
PROPOSED OFFICE/WAREHOUSE
ROYAL LANE & THWEAT ROAD
· COPPELL, TEXAS
P1 ate 1
GEOTECHNICAL CONSULTANI~ --
,.~-'--~,.. THE REED ENGINEERING GROUP
BORING LOG
· 556.2 Proposed Office/Warehouse
II o~e 09-21-90 Sandy Lake (Thweatt)Coppel 1, ROadTexasand Royal
CORE
DESCRIPTION OF STRATA
CLAY, grayish-brown, w/trace of
sand
(CH)
CLAY, yellowish-brown, w/trace
of calcareous nodules,
slightly sandy
(CL)
SANDY
CLAY, yellowish-brown,
w/trace of clayey sand
bands
SAND,
light yellowish-brown to
brown, w/trace of clayey
sand bands & fine gravel,
dense
(SP)
SAND,
light yellowish-brown,
w/some medium to coarse
gravel, dense
(SP)
Total Depth : 30.0 feet
Boring No. E~-7
Lane
Location See
Plate 2
FIELD TESTS
Pocket Penetrometer Readings,
Tons per Sq. FI. · X
Standard Penetration Tests,
Blows per Foot (BPF) - ~)
Plate
4.5 4.5
~) 0.~] I 2 3 4
1 20 30 40 50
Geotechnical Engineer~
THE REED ENGINEERING GROUP
Job,o. 556.2 Proposed Office/Warehouse Borlno No.
Date 09-21-90 Sandy Lake (Thweatt) Road and Royal Lane
Coppel 1, Texas Lo~allon
CORE
DESCRIPTION OF STRATA
B-8
See Plate 1
FIELD TESTS
Pocket Penetrometer Readings,
Tons per Sq. FI. - X
Standard Penetration Tests,
Blows per Foot (BPF) -
4.5 4 5
1 2 3 4
,o 20 3o ,o
CLAY, grayish-brown, w/trace of
sand
(CH)
CLAY, yellowish-brown, w/trace
of calcareous nodules,
slightly sandy
(CL)
SAND, light yellowish-brown,
w/trace of clay band,
medium to fine, dense to
very dense,
(SP)
Total Depth : 30.0 feet
Plate 3
Geotechnic~ Engineers
THE REED ENGINEERING GROUP
BORING LOG
Job,o. ~ 556.2
Dste 09-21-90
CORE
Proposed Office/Warehouse Bodng.o.
Sandy Lake (Thweatt) Road and Royal Lane
Coppell, Texas L~aflon
DESCRIPTION OF STRATA
CLAY, grayish-brown, w/trace of
sand
(CH)
SANDY CLAY, yellowish-brown,
w/some calcareous nodules
(CL)
SAND, yellowish-brown, w/some
clayey sand bands, medium
to fine, medium dense
SAND, light brown, fine, dense
($P)
SAND, yellowish-brown, w/some
medium to coarse gravel,
fine, very dense
(SP)
Total Depth : 29.5 feet
B-9
See Plate I
FIELD TESTS
Pocket Penetromeler Readings,
Tons per Sq. Ft. - X
Standard Penetration Tesls,
Blows per Foot (BPF) -
4.5 4 .~
(~) to~:1 2 3 4
20 30 40 50
Geotechnical Enl ineers
Plate 4
THE REED ENGINEERING GROUP
BORING LOG
JobNo. 556.2
Date 09-21-90
Proposed Office/Warehouse Boring "o.
Sandy Lake (Thweatt) Road and Royal Lane
CopPel I, Texas Location
DESCRIPTION OF STRATA
CLAY, grayish-brown, w/trace of
sand
(CH)
CLAY, yellowish-brown, brown &
light gray, slightly sandy
'(CL)
CLAY, yellowish-brown & light
gray, slightly sandy
(CL)
SAND, light yellowish-brown,
w/some clayey sand bands,
fine sand, medium dense to
dense
(SP)
SAND, light brown, w/some medium
to coarse gravel, dense
(sP)
SAND, light brown, w/some fine
gravel, very dense
(SP)
SAND, brown, wosme fine gravel
(SP)
very dense
Total Depth : 30.0 feet
Plate 5
B-lO
See Plate 1
FIELD TESTS
Pocket Penelrometsr Readings.
Tons per Sq, Fl. * X
Standard Penetration Tests,
Blows Der Foot (BPF) -
4.5 4 5
Ge ~,echnical Engineer~:
THE REED ENGINEERING GROUP
BORING LOG
JobNo. 556.2
Dale 09-21-90
CORE
Proposed 0ffice/Warehouse Boring No.
Sandy Lake (ThWeatt) Road and Royal Lane
Coppel 1, Texas Location
DESCRIPTION OF STRATA
B-11
See Plate I
FIELD TESTS
Pocket Penetrometer Readings,
Tons per Sq. Ft. - X
Standard Peneirallon Tests,
Blows per Foot (BPF) *
4.5 4
~ .1~ 2 3 4
CLAY, dark gray, w/trace of
sand
- gray below 4.5' (CH)
(CL)
SANDY CLAY, yellowish-brown &
light gray
SAND, yellowish-brown, w/some
clayey sand bands, medium
to fine, medium dense
(SP)
SANDY CLAY, light brown
(CL)
SAND, light brown & yellowish-
brown, w/trace of cl
sand bands.
SAND, yellowish-brown, w/trace
of fine gravel, fine,
dense
(sP)
Total Depth = 30.0 feet
Plate 6
Geotecl'miceml Engineers
' THE REED ENGINEERING GROUP
Jou ,o. 556.2 Proposed Office/Warehouse Bormg No.
Dale 09-20-90 Sandy Lake (Thweatt) Road and Royal Lane
Coppel I, Texas L~ellon
DESCRIPTION OF STRATA
CLAY, gray & red, w/trace of
sand
CORE
B-12
See Plate 1
FIELD TESTS
Pocket Penetromeler Readings,
Tons per Sq. Ft. - X
Standard Penetration Tesls,
Blows per Foot (BPF) · t
4.5 4 5
1 2 3 4 +
10 20 30 40 50 ~
(CH)
CLAY, gray, w/trace of sand
(CH)
CLAY, yellowish-brown, w/some
calcareous nodules
(CH
SANDY CLAY, yellowish-brown
(CL)
CLAYEY SAND, yellowish-brown,
medium to fine (SC
SAND, light brown, w/trace of
gravel, fine, very dense
large gravel
(SP)
SAND, light yellowish-brown &
light brown, w/some medium
to fine'gravel, fine sand,
dense (SP)
Total Depth : 30.0 feet
Plate 7
Engineers
,,, THE REED ENGINEERING GROUP
1 BORING LOG
Jou,o. 556.2 Proposed Office/Warehouse Bo,,g No.
Date 09-20-90 Sandy Lake (Thweatt) Road and Royal Lane
CopPel I, Texas Location
DESCRIPTION OF STRATA
CLAY, dark gray, w/trace of
sand
(CH)
CLAY, grayish-brown, w/trace of
sand (CH)
CLAY, brown & gray.ish-brown,
w/some calcareous nodules
& trace of sand
(CH)
CLAY, yellowish-brown & light
gray, w/calcareous nodules
& trace of sand
(CH)
SANDY CLAY, yellowish-brown &
light gray, w/some
calcareous nodules
(CL)
SAND, light brown, w/some fine
gravel, medium to fine,
very dense
(SP)
SAND, light brown & brown,
w/some medium to coarse
gravel, fine
Total Depth = 30.0 feet
B-13
See Plate 1
FIELD TESTS
Pocket Penetrometer Readings,
Tons per Scl. Ft. - X
Standsrd Penetration Tests,
Blows per Foot (BPF). (~)
45 45
1 2 3 4 ~ ++
Geotechnicd Engineers
P1 ate 8
THE REED ENGINEERING GROUP
BORING LOG
JobNo 556.2
Oate 09-20-90
CORE
PropOsed Office/Warehouse Boring NO.
Sandy Lake (Thweatt) Road and Royal Lane
Location
Coppe11, Texas
DESCRIPTION OF STRATA
CLAY, dark gray, w/trace of
sand
(CH)
CLAY, grayish-brown, w/trace of
sand (CH)
SANDY CLAY, yellowish-brown,
w/some calcareous nodules
B-14
See Plate I
(CL)
SANDY CLAY, yellowish-brown &
light gray
(CL)
CLAYEY SAND, yellowish-brown &
light gray, medium to fine
(sc)
SAND, yellowish-brown & light
gray, fine, dense
(SP)
SAND, brown, w/some gravel, dense
(SP)
owish-brown,
medium to fine
Total Depth : 30.0 feet
FIELD TESTS
Pocket Penetrometer Readings,
Tons per Sq. Ft. - X
Standard Penetrallon Tests,
Blows per Foot (BPF) - (~)
4.5
~: I 2 3 4 +
1 20 30 40 50
Geotechnical Engineers
Plate 9
THE REED ENGINEERING GROUP
BORING LOG
Job,o. 556.2
Date 09-20-90
CORE
Proposed Office/Warehouse eormg No.
Sandy Lake (Thweatt) Road and Royal Lane
COppel 1, Texas Locatlo,
DESCRIPTION OF STRATA
CLAY, dark gray, w/trace of
sand
B-15
See Plate I
FIELD TESTS
Pocke! Penetrometer Readings,
Tons per Sq. Ft. - X
Standard Penetration Tests,
Blows per Fool (BPF) -
4.5 45
.~: I 2 3 4 +
1 20 30 40 50 6o
(CH)
CLAY, grayish-brown to yellowish.
brown, w/trace of sand &
calcareous nodules (CH)
SANDY CLAY, yellowish-brown,
w/numerous calcareous
nodules
(CL)
CLAYEY SAND, yellowish-brown,
fine
(sc)
SAND, light brown, w/trace of
clayey sand bands, medium
to fine, dense
(SP)
SAND, light brown, w/some gravel
dense
(sp)
ISP)
Total Depth : 30.0 feet
Geotechr~c~ Enginee~
Plate 10
, REED ENGINEERING GROUP
KEY TO TERMS USED ON LOGS
COHESIONLESS SOILS
SPT
N-Value Relative
(blows/foot) Density
0 - 4 .................. Very Loose
4- 10 ................. Loose
10 - 30 ............... Medium Dense
30 - 50 ............... Dense
50 + ................... Very Dense
SOIL PROPERTIES
COHESIVE SOILS
Pocket
Penetrometer
(taft
C¥onsistency
<0.25 .................. Very Soft
0,25 - 0.50 ........... Soft
0.50- 1.00 ........... Medium Stiff
1.00 - 2.00 ........... Stiff
2,00 - 4.00 ............ Very Stiff
4.00 + .................... Hard
ROCK PROPERTIES
Hardnes~
Diaonostlc 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 ~cratched 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.
Deqree of Weatherina
DlaanostiC Features
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 decomposed; 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 11
GEOTECHNICAL CONSUL1AN'~--
' THE REEl) ENGINEERING GROUP
KEY TO SYMBOLS ,o,,.0 No.
Job No. USED ON BORING LOGS
Dale Location
> u~ Pocket Penelrome~ Reedlngs, O
~ ~ Slanda~d Penetration Te~l~.
~ I~=1= ~ ~ DESCRIPTION OF STRATA
~ ~ < ~ > B~ows per Foot (aPFI -
CLAY. sand. silL~ o~ g~avelly.
./LL< 50 (CL)
CLAY. ,/LL> 50 (CH)
SILT. sand5 or grave11~
,/LL <5O ' (~L)
SILT, w/LL>50 (Mit)
SAND, or gravell~ sand (SP - SW)
SAND, clayey (SC)
SAND, si lty (SM)
GRAVEL, or sand~ gravel (GP - GW)
GRAVEL, cla~e~
GRAVEL, silt~ (G~)
ROCK TYPES.
SHALE
LIMESTONE
SAMPLE TYPES
- Undisturbed
- Disturbed
P1 ate 12
, REED ENGINEERING GROUP
Boring
No.
B-7
B-8
B-9
B-10
B-il
B-12
B-13
B-14
GEOTECHNICAL INVESTIGATION
PROPOSED OFFICE/WAREHOUSE
SANDY LAKE (THWEATT) ROAD AND ROYAL LANE
COPPELL~ TEXAS
Summary of Laboratory Test Data
Depth
(feet)
Liquid Plasticity Moisture Soil
Limit Index Content Suction
(%) (PI) (%) (ksf)
1.5 - 3.0
4.5 - 6.0
9.0 - 10.0
14.0 - 15.0
19.5 - 21.0
54
19.0 28.6
.... 13.4 22.8
.... 13.6 11.0
22 11 9.9(1) ....
3.0 - 4.5
9.0 - 10.0
14.0 - 15.0
.... 14.0 58.1
52 3~'~ 18.9 10.7
.... 13.9 3.8
4.5 - 6.0
9.0 - 10.0
3.0 - 4.5
9.0 - 10.0
1.5 - 3.0
4.5 - 6.0
9.0 - 10.0
1.5 - 3.0
4.5 - 6.0
9.0 - 10.0
1.5 - 3.0
4.5 - 6.0
9.0 - 10.0
14.0 - 15.0
55
36
49
41
48
47
49
29
42
34
~ 19,6 30.5
24 12.9 18.5
14.5 45.6
27 15.4 23.5
12.9 74.0
-- 17.0 41.4
-- 11.3 26.0
~ 14.5 45.6
32 17.0(2) 28.6
16 17.1 2.2
~ 13.8(3) 44.1
-- 17.6(4) 31.0
-- 13.5 15.5
21 12.7 23.2
1.5 - 3.0
4.0 - 6.0
9.0 - 10.0
14.0 - 15.0
.... 12.6 85.5
.... 14.1 36.4
41 27 18.4 7.4
28 15 11.3 0.5
Plate 13
GEOTECHNICAL CONSULT~Ni~--
REED ENGINEERING GROUP
GEOTECHNTCAL INVEBTTG/%TTON
PROPOSED OFFICE/RP..REHOUBE
BANDY LAKE (THWEATT) ROAD AND RO¥/%L LANE
COPPELL~ TEXAB
(Continued)
Boring
No.
B-15
Summary of Laboratory Test Data
Depth
(feet)
1.5 - 3.0
4.5 - 5.5
9.0 - 10.0
14.0 - 15.0
Liquid Plasticity
Limit Index
(%) (PI)
Moisture Soil
Content Suction
(%) (ksf)
11.3 98.8
13.5 45.6
13.9 17.1
12.9 14.8
Footnotes
(1)
(2)
(3)
(4)
Sample contained 54 percent material passing
No. 200 sieve.
Sample contained 78 percent material passing
No. 200 sieve.
Sample contained 78 percent material passing
No. 200 sieve.
Sample contained 83 percent material passing
No. 200 sieve.
Boring
No.
B-12
B-14
Summary of Unconfined Compressive Strenqth Tests
on Shelby Tube Boil Bamoles
Maximum Axial Unit
Compressive Strain at Dry Moisture
Depth Strength Failure Weight Content
(feet) (psf) (%) (Dcf)
9.0 - 10.0 4,210 5.9 111.8 17.1
9.0 - 10.0 6,800(1) 3.1 109.0 18.4
Footnote
(1) Sample failed on slickensided fracture plane.
Plate 14
GEOTECHNICAL CONSULTANI'8--
REED ENGINEERING GROUP
Sandy
Proposed Office/Warehouse
Lake (Thweatt) Road and Royal
Coppell, Texas
Absorption Pressure Swell Test
Boring No. B-7
Depth (ft.) 4,5 - 6,0
Unit Dry Weight (pcf) 110,9
Initial Moisture Content (%) 19,0
Final Moisture Content (%) 24,7
Maximum Swell Pressure (psf) 9720
Vertical Swell (%) at 9,5
Final Swell Pressure (psf) 250
Liquid Limit (%) 54
Plasticity Index (PI) 38-
Penetrometer Reading (tsf)(initial ) 4,5++
Penetrometer Reading (tsf)(final) 2,2
Lane
B-8
9.0- 10.0
110.5
18.9
21.1
4540
3.7
250
52
37
4.5
3.0
12
10
4
0.1 1.0
.0 30.0
Restraining Swell Pressure (ksf)
Plate No. 15
GEOTECHNICAL CONSULTANT~--
REED ENGINEERING GROUP
Sandy
Proposed Office/Warehouse
Lake (Thweatt) Road and Royal
Coppell, Texas
Absorption Pressure SwellTest
Lane
Boring No.. B-9
Depth (ft.) 4.5 - 6.0
Unit Dry Weight (pcf) 108.0
initial Moisture Content (%) 19.6
Final Moisture Content (%) 25.3
Maximum Swell Pressure (psf) 10,370
Vertical Swell (%) at 8.9
Final Swell Pressure (psf) 250
Liquid Limit (%) 55
Plasticity Index (PI) 38
Penetrometer Reading (tsf) ( initial ) 4.5++
Penetrometer Reading (tsf)(final) 1.9
B-lO
3.0 - 4.5
119.3
14.5
21.5
14,260
11.8
25O
49
34
4.5++
2.0
B-lO
g.o- 10.0
112.2
15.4
20.7
5180
5.7
25O
41
27
4.5++
2.2
4
2
o.1 1 .o 30.0
Restraining Swell Pressure (ksf)
Plate No. ],6~
GEOTECHNICAL CONSULTANT~--
REED ENGINEERING GROUP
Sandy
Proposed Office/Warehouse
Lake (Thweatt) Road and Royal
Coppell, Texas
Absorption Pressure SwellTest
Boring No. B-13
Depth (ft.) 14.0 - 15.0
Unit Dry Weight (pcf) 118.0
Initial Moisture Content (%) 12.7
Final Moisture Content (%) 17.0
Maximum Swell Pressure (psf) 4540
Vertical Swell (%) at 4,6
Final Swell Pressure (psf) 250
Liquid Limit (%) 34
Plasticity Index (PI) 21
Penetrometer Reading (tsf) (init. ia] ) 4.5++
Penetrometer Reading (tsf)(final) 1.8
4
0.1 1.0
Restraining Swell Pressure (ksf)
Plate No. 17
Lane
B-15
14.0- 15.0
117.1
12.9
16.7
3240
3.1
250
4.5++
2.0
10.0 30.0
GEOTECHNICAL CONSULTANT~--
GUIDELINE SPECIFICATIONS
SOIL MODIFICATION
LIME AND WATER INJECTION
Site Preparation
Prior to the start of injection operations, the building pad
should be brought to grade and staked out to accurately mark the
areas to be injected. Allowance should be made for 3 inches of
swelling that may occur as a result of the injection process.
Materials
1. The lime slurry shall consist of potable water, 'hydrated
lime and surfactant and shall be agitated as necessary to
ensure uniformity of mixture.
Lime may be delivered to the jobsite as hydrated lime
(calcium hydroxide) and mixed into a slurry or as calcium
oxide and slaked on the jobsite to produce hydrated lime
slurry. In either instance, the lime shall conform to
the applicable parts of ASTM #C977.
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 water.
Equipment
1. The injection vehicle shall be capable of forcing
injection pipes into soil with minimum lateral movement
to prevent excessive blowbacks and loss of slurry around
the injection pipes. The vehicle may be a rubber tire or
trac machine suitable for the purpose intended.
Slurry pumps shall be capable of pumping at least 3,000
GPH at 50 - 200 pounds per square inch (psi).
Slurry tanks shall have a suitable mechanical agitation
~y~tem to in~ur~ DroD~r mixing and uniformity of ~lurry.
- 1 -
Application
1. The injection stabilization work shall be accomplished
after the site has been brought to grade and prior to
installation of any plumbing, utilities, ditches or
foundations.
Adjust injection pressures within the range of 50 - 200
psi at the pump.
Mix slurry at the rate of 2-1/2 to 3 pounds lime per
gallon of water which will produce a s~ecific gravity of
approximately 1.15 to 1.178 at 68°F (20DC). If quicklime
is slaked, the specific gravity of the elevated
temperature slurry must be adjusted to compensate for the
decrease in density of water at slurry temperatures of
175° - 195°F using an appropriate conversion table. The
injection contractor shall provide a hydrometer, Baroid
Scale or other suitable method to accurately verify
slurry mixes.
Space injections not to exceed 5 feet on-center each way,
and inject a minimum of five feet outside building area.
Se
Inject lime slurry to a depth of ten feet. Injections to
be made in 12-inch to 18-inch intervals down to the total
depth with a minimum of seven stops or intervals. The
lower portion of the injection pipes shall contain a hole
pattern that will uniformly disperse the slurry in a 360°
radial pattern. Inject at each interval to "refusal"
(i.e., until the maximum quantity of slurry has been
injected into the soil and slurry is running 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.
After completion of lime injection, the surficial lime
may be mixed into the tod 4 inches to 6 inches of s0il
and lightly compacted to seal the surface and form a
working platform at the contractor's option.
- 2 -
lpplication
Phase II
1. Following completion of all lime injection work specified
in Phase I, the entire area shall be injected with water
and surfactant in the same manner and to the same total
depth as specified for the lime injection.
Injections shall be made in approximately 12-inch to 18-
inch intervals from the surface down to the specified
depth, injecting to refusal at each interval.
A minimum of 48 hours shall be allowed between each
injection pass.
Injections will be continued until a pocket penetrometer
reading of 3.0 tsf or less is obtained on undisturbed
soil samples throughout the injected depth. This
requirement can be waived by the engineer of record, if
in his opinion, additional injections will not result in
additional swelling.
Se
At the completion of injection operations, the exposed
surface shall be regraded as required and the upper
inches of soil scarified and recompacted to a density of
between 92 and 98 percent of maximum density, ASTM D-698,
at a moisture content of +1 to +5 of the optimum
moisture.
Observation and Testing
1. Injection operations will be observed by a full-time
representative of The Reed Engineering Group.
Undisturbed soil samples will be obtained continuously
throughout the injected depth, at a rate of one test hole
per 8,000 square feet of building area for confirmation.
Sampling will be performed a minimum of 48 hours after
the completion of the last injection pass.
- 3 -
GUIDELINE SPECIFICATIONS
SOIL MODIFICATION
WATER INJECTION AND SELECT FILL
Site Preparation
Prior to the start of injection operations, the building pad
should be stripped of vegetation and staked out to accurately
mark the areas to be injected. Allowance should be made for
approximately 3 inches of swelling that may occur as a result of
the injection process.
Materials
1. The water shall be potable, with added surfactant,
agitated as necessary to ensure uniformity of mixture.
A nonionic surfactant (wetting agent) shall be used
according to manufacturer's recommendations, but in no
case shall proportions be less than one part (undiluted)
per 3,500 gallons of water.
Equipment
1. The injection vehicle shall .be capable of forcing
injection pipes into soil with minimum lateral movement
to prevent excessive blowbacks and loss of slurry around
the injection pipes. The vehicle may be a rubber tire or
trac machine suitable for the purpose intended.
Slurry pumps shall be capable of pumping at least 3,000
GPH at 50 - 200 pounds per square inch (psi).
Application
1. The injection work shall be accomplished after the site
has been stripped and prior to fill or installation of
any plumbing, utilities, ditches or foundations.
2. Adjust injection pressures within the range of 50 - 200
psi at the pump.
Space injections not to exceed five feet on center each
way, and inject a minimum of five feet outside building
area.
- 4 -
e
Inject to a depth of 8 feet. Injections to be made in 12-
inch to 18-inch intervals down to the total depth with a
minimum of six 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 when water is flowing freely at the surface,
either out of previous injection holes or from areas
where the surface soils have fractured.
Fluid coming up around or in the vicinity of one or more
of the injection probes shall not be considered as soil
refusal. If this occurs around any probe, this probe
shall be cut off so that water can be properly injected
through the remaining probes until refusal occurs for all
probes. In any event, no probe shall be cut off within
the first 30 seconds of injection at each depth interval.
Multiple injections with water and surfactant will be
required. The second injection shall be orthogonally
offset from.the initial injection by 2-1/2 feet in each
direction. Subsequent injections shall be offset such
that existing probe holes are not utilized.
A minimum of 48 hours shall be allowed between each
injection pass.
Injections will be continued until a pocket penetrometer
reading of 3.0 tsf or less is obtained on undisturbed
soil samples throughout the injected depth. This
requirement can be waived by the engineer of record, if
in his opinion, additional injections will not result in
additional swelling.
At the completion of injection operations, the exposed
surface shall be scarified and recompacted to a density
of between 92 and 98 percent of maximum density, ASTM
D-698, at a moisture content of +1 to +5 of the optimum
moisture.
observation an4 Testing
1. Injection operations will be observed by a full-time
representative of The Reed Engineering Group.
Undisturbed soil samples will be obtained continuously
throughout the injected depth, at a rate of one test hole
per 8,000 square feet of building area. Sampling will be
performed a minimum of 48 hours after the completion of
the final injection pass.
- 5 -