Northlake 635(2)-SY 961022t
-+-+,.
Prepared for:
Lincoln Property Company
Dallas, Texas
GEOTECffivICAL INVESTIGATION
COPPELL BUSINESS PARK
COPPELL, TEXAS
Prepared by:
MAXIM TECHNOLOGIES, INC.
2575 Lone Star Drive
P.O. BOX 224227
Dallas, Texas 75222
1214) 631-2700
Report Ns 0902604628
October 22, 1996
TECHNOLOGIES INC
October 22, 1996
Mr. Larry Moon
Lincoln Property Company
500 N. Akard, Suite 3300
Dallas, Texas 75201-3394
Re: GeotechnicalInvestigation
Coppell Business Park
Coppell, Texas
Maxim Project No. 96-4628
Dear Mr. Moon:
Attached is our report of the final geotechnical investigation performed r the above referenced
project. The results of the preliminary investigation has been incorpora into this report. We
trust the recommendations in this report will provide you with the ' ormation necessary to
complete your proposed project successfully.
We thank you for the opportunity to provide you with our professional
If we can be of further assistance, please do not hesitate to contact us.
Sincerely,
MAXIM TECHNOLOGIES, INC~~~=.~~E of r~~~~=~~~
r
F
Wei (Maxwell) Zhan P.E.
Geotechnical Division
Mark J. arrow, P.E.
Manager, Geotechnical Division
:~''~~: ' t, '' •'`i'~' ire
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Copies Submitted: (2) Client
(1) O'Brien and Associates
Mr. Mick Granlund
(1) Brockett, Davis, Drake
Mr. John Spiars
2575 LONE STAR DR • P.O. BOX 224227 • DALLAS, TX 75222 • (214)631-2700 • F
Astern • Austin Research Engineers • Chen-Northern • Empire Soils Investigations •
Maxim Engineers • Nebraska Testing • Patrig Testing • Southwestern Laboratories • Thomas
on this project.
818
s City Testing
• Twin City Testing
ems.
TABLE OF CONTENTS
Geotechnical Investigation
Coppell Business Park
Coppell, Texas
1.0 PROJECT INFORMATION .................... .
2.0 PROJECT SCOPE ...........................
3.0 FIELD INVESTIGATION ..................... .
4.0 LABORATORY TESTING ..................... .
-- 5.0 SITE AND SUBSURFACE CONDITIONS ............
5.1 General Site Conditions .........................
5.2 Site Geology ............................... '.
5.3 Subsurface Conditions ..........................
5.4 Groundwater .............................. .
6.0 ANALYSIS AND RECOIVIlVIENDATIONS ............
6.1 Soil Movements ............................. ',
6.2 Suitable Foundation Systems ......................
6.3 Alternate No. 1-A ............................ !,
6.3.1 Shallow Footing Foundation System ................ ,'
6.4 Alternate No. 2-A ............................
6.4.1 Drilled Shaft Foundation System ..................
6.4.2 Drilled Shaft Supported Grade Beams ...............
6.4.3 Drilled Shaft Soil Induced Uplift Loads ............. .
6.4.4 Drilled Shaft Construction Considerations .............
6.4.5 Slab-on-Grade Construction .....................
6.4.6 Structurally Supported Floor Slab ..................
6.5 Moisture Barrier .............................
6.6 Flat Work Considerations ....................... ',
6.7 Soil Corrosity and Corrosion Protection ...............
7.0 PAVEII~.NT RECOMMENDATIONS .............. ,'
7.1 Subgrade Preparation ......................... .
7.2 Recompacted Pavement Subgrade ...................
7.3 Pavement Sections ............................
7.4 Special Pavement Considerations ...................
S.0 EARTHWORKS GUIDELINES ...................
8.1 Site Grading And Drainage .......................
8.2 Utility Trench Excavation ....................... j
8.3 Controlled Placement of Fill in Pavement and Landscaped Areas
............ 1
............ 1
............ 1
............ 2
............ 2
............ 2
............ 3
............ 5
............ 5
............ 5
............ 6
............ 7
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............11
............12
............'12
............13
........... 13
............15
............15
............18
........... 19
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............20
............ 20
,.-•
8.4 Select Fill ................................. .
8.5 Field Supervision And Density Testing ............... .
9.0 EROSION CONSTROL ........................ .
10.0 LIMITATIONS ............................ .
FIGURES
PLAN OF BORINGS .............................
LOGS OF BORINGS ............................. ~'~
ABSORPTION SWELL TEST RESULTS ................
APPENDIX
WATER INJECTION SPECIFICATIONS
MEASURES TO MII~TIMIZE DEEP SEATED SWELL
............20
............21
............21
...........22
....... Figure 1
. Figures 2 through 13
.......Figure 14
Lincoln Property Company
GEOTECffi~TICAL INVESTIGATYON
COPPELL BUSINESS PARS
COPPELL, TEXAS
1.0 PROJECT INFORMATION
The proposed business center will consist of three office-warehouse bj
from 42,000 square feet to 116,000 square feet. It is anticipated that
less than 100 kips. The grading plan for this site was not available. ~!,
report, we have assumed that fill depths will range from 1 to 3 ',
topography. ',
2.0 PROJECT SCOPE
October 22, 1996
'kings ranging in size
design loads will be
the purpose of this
t based on existing
The purposes of this investigation were to: 1) explore the subsurface onditions at the site, 2)
evaluate the pertinent engineering properties of the subsurface materials, 3) provide
recommendations concerning suitable types of foundation systems for a proposed structures,
and 4) provide comments and recommendations concerning site gradin ,paving and drainage.
3.0 FIELD IlWESTIGATION
A total of twelve (12) test borings were drilled at the approximate loca
of Borings, Figure 1. Borings B-1 through B-6 were drilled on
preliminary investigation. Borings B-7 through B-12 were drilled on C
investigation. The boring locations were established in the field by ~
angles and measuring distances from the property corners. The result
are presented on the Logs of Borings, Figures 2 through 13.
ions shown on the Plan
tune 12, 1996 for the
ctober 8, 1996 for final
.sing approximate right
of the boring program
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Lincoln Property Company
October 22, 1996
Undisturbed specimens of cohesive soils were obtained at intermittent intervals with standard,
thin-walled, seamless tube samplers. These specimens were extruded in the field, logged, sealed
and packaged to protect them from disturbance and maintain their in-si moisture content during
transportation to our laboratory.
Foundation bearing properties of the shale encountered in the boring were evaluated by the
Texas Department of Transportation Penetrometer (TxDOT Cone) tes The TxDOT Cone is
driven with the resulting penetration in inches recorded for 100 bl ws. The results of the
TxDOT Cone Penetrometer Tests are recorded at the respective to
Boring.
4.0 LABORATORY TESTING
Laboratory tests were performed on representative samples of the
classification of the soil materials. These tests included Atterberg limi
depths on the Logs of
materials to aid in
tests, moisture contents
and dry unit weight determinations. Hand penetrometer tests and confined compression
strength tests were performed on selected samples of the cohesive so' s to provide indications
of the foundation bearing properties of the subsurface strata.
To provide additional information about the swell characteristics of
moisture condition), absorption swell tests were performed using se:
of the clays. The swell test results are presented on Figure 14.
5.0 SITE AND SUBSURFACE CONDITIONS
5.1 General Site Conditions
The project site will consist of new office-wazehouse buildings. At the
was performed, the site was relatively flat and was covered with gra:
present along the south property line. Fill material, placed on relat
soils (at their in-situ
undisturbed samples
me the field exploration
and weeds. A creek is
steep slopes on the
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order of 1 to 1, is present along the creek banks. Fill material has been
across most of the site. The depth of fill soil at the boring locations ra
feet within the north section of the site and from about 2 to 6 feet with
site. Deeper fill is present along the creek banks. As indicated on the
consist of clay soil containing varying amounts of broken limestone a
5.2 Site Geology
As shown on the Dallas sheet of the Geologic Atlas of Texas, the
underlain by the Eagle Ford Shale Formation. The upper soil layers c
clay and shaly clay soils. The unweathered dark gray shale was encc
25 to 34 feet below existing grade.
5.3 Subsurface Conditions
Subsurface conditions encountered in the borings, including descriptions ~
their depths and thicknesses, aze presented on the Logs of Boring. A
stratigraphy indicated by the borings is given below for the site in gene
all borings refers to the depth from the existing grade or ground surface
the investigation. Boundaries between the various soil types are approxi
Subsurface soil conditions encountered in the test borings are
summarized in Table 1. The field and laboratory test results are
and are shown in Table 2.
Maxim Technologies, Inc.
October 22, 1996
in various areas
from about 1 to 2
the south half of the
ring logs, the fill soils
gravel.
is located in an azea
of highly expansive
d at depths of about
the various strata and
brief summary of the
~l. Note that depth on
present at the time of
into strata and are
for each stratum
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October 22, 1996
TABLE 1. SUNIlVIARY OF SUBSURFACE COND ONS
. ::
~"zst
.Bottom of
Stratum Description Eneoul Sim ~~~
(t~ _ .
.. ... .. .
Yellowish gray, brown, olive gray clay with Ground Su ace 1.0 - 6.0
FILL' broken limestone and gravel
Dark brown, yellowish brown, tan, light gray, Ground Su ace
CLAYZ and olive brown clay with pebbles, calcareous to 6. 5.0 - 15.0
nodules and gravel
SHALY CLAY' Yellowish tan and gray shaly clay with calcite 6.5 - 15 0 25.0 - 34.0
seams
SHALE` Dark gray shale 25.0 - 3 .0 30.0 - 35.0
Comments:
1. Not encountered in Borings B-1, B-9 and B-10.
2. Borings B-5 and B-6 were terminated in the clays at depths of 5 and 7 f
3. Boring B-4 was terminated in the shaly clay at a depth of 15 feet.
4. Extended to the termination depths of 30 to 35 feet.
TABLE 2. SUNII4IARY OF FIELD AND LABORATORY S
:;:MOISTC~E~C3N~EIVT ~ 9 - 20 17 - 28 22 34 -
?UNIT1?T~YI+CirHT(pc~....': 105 - 120 98 - 114 95 - 104 -
;LIQIIIl? I~1T ~ >...... 46 - 74 64 - 77 60 79 -
<PLASTIC LIMIT 56 17 - 27 23 - 27 22 29 -
PLASTICITY INDEX 9~ 29 - 47 40 - 52 38 50 -
''SWELL 'TES'I''96 - 0.16 - 8.4 0.4 2.4 -
UNCONFINEB COMPRESSION ..;>
_ _..
;;STRENGTH TEST (ksfl , .:! - - 2 7 -
`pOCKET PEN: ~tsfa ; 2.0 - 4.5+ 0.5 - 4.5+ 2.0 - .5+ 4.5
TXDOT CONE ;;: - - 0.75 - 3.5
'<'INJ100:BLOW~ ...
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October 22, 1996
5.4 Groundwater
The borings were advanced using air rotary methods. Advancement f the borings using air
rotary drilling methods allows observation of the initial zones of eepage. Groundwater
measurements are presented in Table 3.
Table 3. Groundwater Conditions
B-1, B-4, B-5 & B-6 None dry
B-3, B-~, B-8, B-9, B-10 & B-12 10 to 30 to 33.5
B-11 26 dry
It is not possible to accurately predict the magnitude of subsurface wat
occur based upon short-term observations. The subsurface water <
change with variations in climatic conditions and are also functions of
and water levels within the adjacent creek. Future construction acti
surface and subsurface drainage characteristics of this site.
6.0 ANALYSIS AND RECONIlVlENDATIONS
6.1 Soil Movements
The subsurface exploration revealed the presence of expansive cla;
shrink/swell potential within the zone of seasonal moisture change at th
Vertical Rise (PVR) calculations were performed to estimate the swe]
Estimated PVR values for floor slabs on grade are provided in Table 4
Maxim Technologies, Inc.
fluctuations that might
editions are subject to
surface soil conditions
ies may also alter the
soils having a high
study area. Potential
. potential of the soil.
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Table 4. Estimated Potential Soil Movements
Bonng N~ber ` `Estimated Potential `Vertical' l
;,
..
All Borings 4.5-6.0 0.5-1.5 5.0-7.5
* Atypical active zone of 10' was assumed for design
** Soil swelling below assumed 10' active zone
The assumed "active zone" swell values are upwazd soil movements at could occur due to
seasonal moisture changes and soil swelling within the upper ten (10) feet. The deep seated
swell values are upward soil movements that could occur due to mo store changes and soil
swelling below a typical ten (10) foot "active zone". Deep seated sw is not likely to occur
unless unusual deep free water sources become available such as 1 ge fluctuations in the
groundwater table or leaking utility lines that aze not detected and aired in an expedient
manner. Measures to reduce the risk for deep seated swell aze includ in the Appendix.
6.2 Suitable Foundation Systems
The foundation systems that may be used to support the proposed
depending upon foundation loads and the tolerance for future movemen
buildings would vary
Based on the information obtained during this subsurface investigati~
would consist of drilled shafts founded in shale that are continuously
uplift forces generated by the expansive clay soils. Alternately, the
be supported by shallow foundations placed on a prepared subgrade.
aze described in the following sections of this report.
one foundation system
(forced to resist tensile
posed structures could
above two (2) options
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October 22, 1996
6.3 Alternate No. 1-A
6.3.1 Shallow Footing Foundation System
Due to the potential for deep seated swell at this site (below a normal 1 foot active zone), the
new structure could be supported using shallow foundations if light wall panels aze used. In this
way, the foundation system will float as an integral unit to reduce differe tial movement between
the foundation beams and the ground supported floor slabs. Interior col mn footings should be
at least 3 feet square, founded at depths of 18 inches below final pad su grade and designed for
a maximum soil bearing pressure of 3,000 psf. Perimeter wall footin s should be at least 18
inches wide, founded at depths of 18 inches below the lower adja nt pavement subgrade
(including truck wells) and designed for a maximum soil bearing ressure of 2,000 psf.
Excavation and/or injection stabilization to 10 foot depths, in combin tion with 12 inches of
select fill, will be required to reduce differential foundation movements o an acceptable range.
If this option is chosen, Maxim Technologies should be contacted for 'fications for building
pad preparation.
6.4 Alternate No. 2-A
6.4.1 Drilled Shaft Foundation System
Drilled straight shafts should be founded in the unweathered dark grz shale encountered at
depths of 25 to 34 feet below the exi tin ground surface. We r ommend a maximum
allowable end bearing pressure of 20,000 pounds per squaze foot (psf) d a skin friction value
of 3,000 psf for drilled shafts that penetrate the unweathered and un tared dark gray shale
a minimum of 6 feet (required for anchorage in resisting the uplift f rtes generated by the
expansive clay soils). The upper layer of weathered shale (identified y the presence of tan
bands and iron stained fractures) should not be counted on for skin fri 'on load transfer.
Soluble sulfates levels whtin the Eagle Ford Shale Formation typcially ge from 10,000 ppm
to 17,000 ppf (1.0°l0 - 1.7%). Due to the high soluble sulfate levels wi the Eagle Ford shalt'
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clay deposits and the presence of groundwater within the shaly clay
sulfate resistant cement such as TXI Type 1P should be used for buried
the on-site soils.
6.4.2 Drilled Shaft Supported Grade Beams
The grade beams should be supported by the drilled shafts. A minimw
should be provided between the bottom of these members and the subgr
to reduce distress resulting from swell pressures generated by the clay,
the building pads are prepared as specified below, to reduce upward
inch.
If structural floors aze used, a ten (10) inch void space should be used
In addition, the pier reinforcement should be increased 25 percent if s~
Structural cardboazd forms are one acceptable means of providing
members. Care must be exercised during concrete placement to avoid
void boxes. The void cartons should not be allowed to become wet pric
October 22, 1996
ion at this site, a
;te in contact with
void space of 4 inches
~. This void will sezve
This is assuming that
movements to one
the grade beams.
1 floors aze used.
void beneath these
the cardboazd
to concrete placement.
The exterior portions of the grade beams along the perimeter of the buil ' g should be carefully
backfilled with on-site clayey soils unless otherwise noted. The bac soils should be placed
at a moisture content between 0 and 5 percentage points wet of optim m. The fill should be
compacted to 95 percent of maximum dry density as determined in ccordance with ASTM
D-698 (standard Proctor).
6.4.3 Drilled Shaft Soil Induced Uplift Loads
Drilled shafts will be subject to uplift loads as a result of heave in th overlying clays. Our
studies indicate that straight shaft piers which penetrate the unweather shale to the minimum
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Lincoln Property Company
depths specified above should have adequate anchorage to resist poten al uplift forces induced
on the shafts by soil swelling. Reinforcing steel should extend the fu length of the shaft and
should be designed based on the estimated uplift pressures indicated below. The sustained
structure dead load may be considered to resist soil uplift pressures.
The magnitude of the uplift loads varies with the shaft diameter, soil ~ parameters, free water
sources and the depth of the active clays acting on the shaft. The plift pressures can be
approximated at this site by assuming a uniform uplift pressure of 2, pounds per square foot
acting on the shaft perimeter for a depth of 13 feet.
6.4.4 Drilled Shaft Construction Considerations
Groundwater was generally encountered in the deep borings during
should be anticipated during drilled shaft excavations. Therefore, all pi
immediately upon completion. Construction of the drilled shafts
temporary casing if excessive groundwater infiltration or caving occi
should be seated in the gray shale and properly sealed to prevent seeps
excavation. Care must then be taken that a sufficient head of plastic
within the casing during extraction.
October 22, 1996
Groundwater
should be concreted
require the use of
Temporary casing
into the drilled shaft
concrete is maintained
Concrete used for the shafts should have a slump of 5 inches plus or mn
in a manner to avoid striking the reinforcing steel and walls of the
Complete installation of individual shafts should be accomplished wid
order to help prevent deterioration of bearing surfaces. The drilling of
be excavated in a continuous operation and concrete placed as soon as p
of the drilling. No shaft should be left open for more than 8 hours.
We recommend that Maxim Technologies, Inc., be retained to observe
pier construction. The engineer, or his representative, should docu
1 inch and be placed
't during placement.
an 8 hour period in
ividual shafts should
ical after completion
document the drilled
the shaft diameter,
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Lincoln Praperry Company
depth, cleanliness, and plumbness of the shaft and the type of bear
deviations from the specified or anticipated conditions should be
representative and to the structural engineer. The drilled pier exca,
after the bottom of the hole is cleaned of any mud or extraneous n
necessary.
6.4.5 Slab-on-Grade Construction
Site preparation work will be required in order to lower the potential s
injection stabilization to ten (10) foot depths in combination with 18 inc
required to reduce potential upward ground movements to one (1.0) inch
swelling within the upper 10 foot active zone. It should be recognized
for additional deep-sweated swell at this site due to swelling below a ty
(See Table 4). The building pad preparations are specified below.
October 22, 1996
material. Significant
to the owner's
should be observed
and dewatered, if
movements. Water
of select fill will be
topost-construction
the potential exists
10 feet active zone
1. Excavate to depth of 18 inches below final pad grade. Any on-site clay fill placed
in the building pad should be placed in 8 inch lifts in acco ce with Item 3 below.
2. Water inject to ten (10) foot depth. The water injection pros s should be continued
until the desired PVR has been achieved. Injection stabilizati n should be performed
5 feet beyond building lines, entries and adjacent sidewalks For a one (1.0) inch
PVR, the acceptance criteria should be based on the results of 3 volumetric swell
tests perform for each test boring (the loading for the swell sts should include the
select fill surcharge loads). Specifications for this work are attached.
3. After completion and acceptance of injection stabilized pad, emove ponding water,
aerate, proofroll and compact at +496 to +796 above optim m moisture content to
a minimum density of 929'o Standard Proctor Compaction.
4. The upper 18 inches of pad fill should consist of non-expans' a select fill having PI
of 7 to 15. Compact at optimum to +3 % above optimum a minimum of 9596
Standazd Proctor density. Select fill placement should exte to building lines and
to the exterior edges of entries and adjacent sidewalks.
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5. Moisture condition of completed pad must be maintained
This will be particularly important along the building.peri
be exposed after excavations for grade beams.
A set of General Specifications for this process is presented in the A
Compliance with these specifications is essential if maximum benefits
recommend the injection process be observed on a full time basis by q~
Broken limestone contained within the fill soils at this site may prevent
probes to the specified depth. If this occurs, the fill soils should be ren
stabilization to the specified depths and replaced after completion and a
stabilization operation per Item 3 above.
Even with the best of techniques, average moisture increases of more
difficult to achieve with a 5 foot injection pattern. Depending on the
prior to injection, multiple additional injections resulting in injection sl
may be necessary for very dry subsurface conditions to obtain or apps
levels. The impact of multiple injections should be included in both
project schedule.
6.4.6 Structurally Supported Floor Slab
all slabs are in place.
where clay soils will
idix of this report.
to be gained. We
personnel.
ration of injection
to allow injection
fl of the injection
1 to 2 percent are
ure levels. existing
:s of 2 feet or less
the desired moisture
project budget and
The interior floor slabs for the structures can be placed on-grade but wily be subject to potential
upwazd movement as a result of moisture induced volume changes in
described above. The only method for eliminating the effects of soil
sensitive to movement would be the use of structurally supported floor
the underlying soils. The void space created (minimum of 12 inches) be
floor slab and the subgrade will serve to reduce distress resulting from sv
by the clays.
he expansive clays as
Tents in any area
suspended above
the bottom of the
pressures generated
,~,
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If carton forms are used, care should be taken to assure that the void b xes are not allowed to
become wet or crushed prior to or during concrete placement an finishing operations.
Corrugated steel, placed on the top of the carton forms, could be u to reduce the risk of
crushing of the carton forms during concrete placement and finishing o rations. As a quality
control measure during construction, "actual" concrete quantities pla should be checked
against "anticipated" quantities. A significant concrete "overage" wool be an eazly indication
of a collapsed void.
6.5 Moisture Barrier
A polyethylene moisture barrier is recommended below slab-on-grade oor slabs where floor
coverings or painted floor surfaces will be applied with products which sensitive to moisture
or if products stored on the building floors are sensitive to moisture. Pr ores for installation
of vapor bazriers aze recommended in ACI 302 Section 2.4.1.
6.6 Flat Work Considerations
Slab-on-grade floor slabs at this site are expected to be subjected to u ward soil movements.
Site grading plans should include provisions for the effects of soil mov ents on the pavement
slabs and entry way slabs. To prevent potential tripping hazards, the stru turally supported slabs
should be elevated above the adjacent ground supported sidewalks and avement slabs.
Likewise, where aslab-on-grade floor slab is used, we recommend that access and entry slabs
be placed on a prepared subgrade as specified in the this report. Top ent potential tripping
hazards, these access and entry slabs should be elevated above the jacent sidewalks and
pavement slabs.
Provisions should be made for post-construction differential upward m ement of adjacent flat
work. Differential upward movement of all ground supported slabs sh old be anticipated and
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Lincoln Property Company
October 22, 1996
considered during the design of the grading plan. Furthermore, we r mmend that Maxim be
retained to review the project drawings and specifications to ensure th measures aze taken to
minimize problems associated with landscaping and upwazd movement of flatwork.
6.7 Soil Corrosity and Corrosion Protection
The soils present at this site aze corrosive to unprotected buried metals and concrete.
Appropriate measures should be taken during design of buried utility and conrete. Sulfate
resistant cement concrete such as TXI Type IP should be used for conc to in contact with soil.
7.0 PAVEMENT RECONIlVIENDATIONS
We understand that new pavement will be constructed at the project si e: We understand that
the new paving will primarily consist of the employee parking. In ad 'tion, truck drives and
parking azeas aze also planned. We were not provided with traffic nor with frequency of
truck traffic for the associated pavement azeas. As a result, we pro 'de a typical pavement
section for automobile, occasional heavy truck, moderate heavy truck frequent truck traffic.
7.1 Subgrade Preparation
The surficial clay soils aze active and have a high expansion potential. wever, they react with
hydrated lime which serves to improve their support value and provide a firm, uniform subgrade
beneath the paving. A stabilized subgrade would improve pavement ormance and reduce
future maintenance.
Based on the Atterberg Limits tests, 7 percent hydrated lime by dry weight (32 pounds per
square Yazd per 6 inch depth) should be used to stabilize the existing c y subgrade. The lime
should be thoroughly mixed and blended with the top 6 inches of the ubgrade (TxDOT Item
260) and the mixture compacted to a minimum of 95 percent of m 'mum dry density as
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Lincoln Property Company
October 22, 1996
determined in accordance with ASTM D 698, within 3 percentage poin
moisture content. We recommend that this lime stabilization extend
pavement edges, if possible, in order to reduce the effects of
periods.
Sand should be specifically prohibited beneath pavement areas dur.
stabilization), since these more porous soils can allow water inflow,
strength loss of subgrade soils. It should be specified that only limy
allowed for fine grading. After fine grading each area in preparation i
surface should be lightly moistened, as needed, and recompacted to ob
subgrade.
Project specifications should allow a curing period between initial
lime/soil mixture. After initial mixing, the lime treated subgrade sh
maintained at or to 5 percentage points above the soil's optimum m
mixing and compaction. We recommend a 3 day curing period for d
gradation requirements aze recommended for the stabilized materials ;
Minimum Passing 1 3/4" Sieve
Minimum Passing No. 4 Sieve
All nonslalcing aggregates retained on the No. 4 sieve should be
The stabilized subgrade should be protected and moist cured or sealed
for a minimum of 7 days or until the pavement materials are placed.
Maxim Technologies, Inc.
of the soil's optimum
feet beyond exposed
during extended dry
final grading (after
ultinE in heave and
stabilized soil will be
paving, the subgrade
i a tight non-yielding
final mixing of the
be lightly rolled and
re content until final
soils. The following
to final compaction:
prior to testing.
a bituminous material
azeas should be
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October 22, 1996
graded to prevent ponding and infiltration of excessive moisture on or
areas.
7.2 Recompacted Pavement Subgrade
If subgrade stabilization is not performed, the upper eight (8) inches of
compacted at optimum to +3 percentage points of optimum maisture
Standard Proctor density (ASTM D 698). Only on-site soil (comps
subgrade soil) should be used for fine grading the pavement areas.
subgrade should again be watered if needed and re-compacted in order tc
and density levels discussed above and provide a tight non-yielding sub
be allowed for use in fine grading the pavement areas as discussed prE
moisture content and density must be maintained until paving is complete
be watered just prior to paving to assure concrete placement over a ms
to the pavement
soil should be
a minimum of 95
to the underlying
fine grading, the
hieve the moisture
Sand should not
iusly. The subgrade
The subgrade should
subgrade.
Due to the presence of expansive clay soils, pavement movements should be anticipated.
Inspection during construction is particularly important to insure proper nstruction procedures
are followed.
7.3 Pavement Sections
Tables 5, 6, 7 and 8 present the recommended pavement sections for t~is project:
Table 5.
PCC SECTION
5 inches Portland Cement Concrete
8 inches Scarified and Compacted Subgrade
ne sta i z su bra a cou a us to improve pavement performance
and reduce maintenance.
Maxim Technologies, Inc.
N° 0902604628.41
Page 15
n
Lincoln Property Company
October 22, 1996
Table 6.
:; .;
. , OCCASIOP~IAL HE.A~Y TRUCK PARTfINCs .
PCC SECTIONS
6 inches Portland Cement Concrete
8 inches Scarified and Compacted Subgrade
5 inches Portland Cement Concrete
6 inches Lime Treated Subgrade
Table 7.
PCC SECTIONS
7 inches Portland Cement Concrete
8 inches Scarified and Compacted Subgrade
6 inches Portland Cement Concrete
6 inches Lime Treated Subgrade
* A moderate heavy truck pavement section. is ~
- trucking facilities having less than 20 bays per
less than 1501arge WB-50 trucks per week (arr.
fully loaded). ,
y adequate for most
court and servicing
empty and departing
Maxim Technologies, Inc.
N° 0902604628.41
Page 16
~"~
Lincoln Property Company
October 22, 1996
Table S.
PCC SECTIONS
8 inches Portland Cement Concrete
8 inches Scarified and Compacted Subgrade
7 inches Portland Cement Concrete
6 inches Lime Treated Subgrade
The concrete in automobile traffic only azeas should have a mi
strength of 3,000 psi. In truck drive and pazldng areas, the +
increased to 3,500 psi.
28 day compressive
strength should be
Concrete quality will be important in order to produce the desired fl strength and long
term durability. Assuming a nominal maximum aggregate sire of 1 to 1 3/8 inches, we
recommend that the concrete have entrained air of 5 percent ~ 1 Ro) 'th a maximum water
cement ratio of 0.50.
Proper joint placement and design is critical to pavement performance Load transfer at all
longitudinal joints and maintenance of water-tight joints should be acco pushed by use of tie
bars. Control joints should be sawed within 5 to 12 hours after placing ncrete. Joints should
also be property cleaned and sealed as soon as possible to avoid infii tion of water, small
gravel, etc.
Our previous experience indicates that joint spacing on 12 to 15 foot enters have generally
performed satisfactorily. Expansion joints should be on a 45 foot spac g and be sealed with
an elastomeric joint sealant. It is our recommendation that the concrete vement be reinforced
Maxim Technologies, Inc. Re~ort N4 0902604628.41
Page 17
Lincoln Property Company
October 22, 1996
with No. 3 bars on approximately 18-inch centers in each direction or equivalent reinforcing
steel. We recommend that the perimeter of the pavements have a sti fening curb section to
prevent possible distress due to heavy wheel loads near the edge of the pavements and also to
provide channelized drainage.
7.4 Special Pavement Considerations
It is recommended that provisions be made in the contract to provide
where the subgrade will support new pavements. It is also recom
included for removal and replacement of soft materials which are ide:
Proofrolling can generally be accomplished using a heavy (25 ton
pneumatic tired roller making several passes over the areas. Where sc
are encountered, these areas should be removed to a firm subgrade. W
materials may need to be undercut and either dried and replaced wit
replaced with a material which can be properly compacted. Any result
backfilled to finished subgrade in 6 inch compacted lifts compacted to
dry density as determined by ASTM D 698. See Section 8.3 of repo
Achieving the required field density is dependent upon the adequate pulp
materials, the magnitude of compaction energy and the maintenance
optimum.
All joints and pavements should be inspected at regular intervals to
and to prevent crack propagation.
The soils at the site are active and differential heave within the pavemen
occur. The service life of asphalt paving may be reduced due to water i
soils through heave induced cracks in the paving section. This will res
proofrolling in areas
ded that an item be
by this procedure.
greater total weight)
or compressible zones
or very moist surficial
proper compaction or
avoid areas should be
percent of maximum
ration of the clay fill
field moisture near
proper performance
~eas could potentially
.tration into subgrade
in softening and loss
Maxim Technologies, Inc.
s'~
NQ 0902604628.41
Page 18
Lincoln Property Company
_^"'~~
October 22, 1996
of strength of the subgrade soils. A regular maintenance program to paving cracks will help
prolong the service life of asphalt concrete paving.
The life of the pavement can be increased with proper drainage. Ar should be graded to
prevent ponding adjacent to curbs or pavement edges. Backfill materials which could hold water
behind the curb should not be permitted. Flat pavement grades should be avoided.
8.0 EARTHWORK GUIDELINES
8.1 Site Grading And Drainage
All grading should provide positive drainage away from the propo structures, and should
prevent water from collecting or discharging neaz the foundations. Wa must not be permitted
to pond adjacent to the structures during or after construction.
Surface drainage gradients should be designed to divert surface water a ay from the structures
and edges of pavements and towards suitable collection and discharge f ilities. Unpaved areas
and permeable surfaces should be provided with steeper gradients paved areas. Surface
drainage gradients within 10 feet of the building should be construc with maximum slopes
allowed by local code (see Flat Work Considerations section of this r rt).
The roof should be provided with gutters and downspouts to prevent th discharge of rainwater
directly onto the ground adjacent to the building foundation. Down uts should discharge
directly into storm drains or drainage swales, if possible. Roof down ut and surface drain
outlets should dischazge into erosion-resistant azeas, such as paving r rock rip-rap. Water
permitted to pond in planters, open areas, or areas with unsealed joints eat to the structure can
result in on-grade slab or pavement movements as indicated in this rt.
Maxim Technologies, Inc. Re~ort N4 0902604628.41
Page 19
r ,~
October 22, 1996
Lincoln Property Company
Leave outs for drilled shafts or around the perimeter of the structures
collect and hold water. These leave outs should be pumped out as n~
Exterior sidewalks and pavements will be subject to some post cc
indicated in this report. These potential movements should be conside
the grading plan. Flat grades should be avoided. Where concrete
should also be sealed to prevent the infiltration of water. Since
movement of pavement and flatwork may occur, joints particulazly at
be periodically inspected and resealed where necessary.
8.2 Utility Trench Excavation
Trench excavation for utilities should be sloped or braced in the ante
drawn to OSHA Safety and Health Standards (29 CFR 1926/1914), S
excavations greater than 5 feet in depth. Trench cuts excavations
compacted per Section 8.3 of this report.
8.3 Controlled Placement of Fill in Pavement and Landscaped
Prior to placing fill, the exposed subgrade in azeas to receive fill
proofrolled. Soft areas should be undercut and replaced with comps
surface should then be scarified to a depth of 6 inches and recompac
maximum density as determined by ASTM D 698 between optimum a~
above its optimum moisture content. All fill should be placed in 8 inch
8.4 Select Fill
The material used as select fill should be a very sandy clay to clayey
32 or less. We recommend the plasticity index of this material be b
not be allowed to
ion movement as
during preparation of
ement is used, joints
ne post construction
d the building should
of safety. Attention is
rt P, regarding trench
uld be backfilled and
ld be stripped and
on site soils. The
to 95 percent of the
+4 percentage points
rs as specified herein.
with a liquid limit of
n 7 and 15. The fill
Maxim Technologies, Inc.
IV4 0902604628.41
Page 20
Lincoln Property Company ~ October 22, 1996
should be spread in loose lifts, less than 9 inches thick, and uniformly c mpacted to a minimum
of 95 percent of ASTM Standard D 698 between optimum and +3 pence tage points of the soil's
optimum moisture content. The moisture content of the complet earthwork must be
maintained during construction until all slabs have been constructed.
8.5 Field Supervision And Density Testing
Field density and moisture content determinations should be made on h lift of fill with the
minimum of 1 test per lift per 5,000 sf in the building pad areas, 1 to t per lift per 10,000 sf
in other fill areas, and 1 test per lift per 2001inear feet of utility trenc backfill. Supervision
by the field technician and the project engineer is required. Some justments in the test
frequencies may be required based upon the general fill types and soil c nditions at the time of
fill placement.
Many problems can be avoided or solved in the field if proper inspecti n and testing services
are provided. It is recommended that all pier installations, proofro g, site and subgrade
preparation, subgrade stabilization and pavement construction be m 'toned by a qualified
engineering technician. Density tests should be performed to verify c paction and moisture
content of any earthwork. Inspection should be performed prior t and during concrete
placement operations. Maxim Technologies employs a group of a 'enced, well-trained
technicians for inspection and construction materials testing who would a pleased. to assist you
on this project.
9.0 EROSION CONSTROL
As indicated in Section 5.1, fill material placed on relatively steep slo is present along the
creek bank near the south property line. Erosion control and emb ent stability measures
were not within the scope of this investigation. This condition should b addressed by the civil
engineer during the design of erosion control measures along the creek bank.
Maxim Technologies, Inc. Re~ont NQ 0902604628.41
Page 21
Lincoln Property Company October 22, 1996
10.4 LIlVIITATIONS
The foundation recommendations for the retail building provided in this eport is considered to
be final. The professional services which have been performed, the fin ings obtained, and the
recommendations prepazed were accomplished in accordance with curre tly accepted geotech-
nical engineering principles and practices. The possibility always exi is that the subsurface
conditions at the site may vary somewhat from those encountered in the oreholes. If there aze
any unusual conditions differing significantly from those described herein Maxim Technologies,
Inc. should be notified to review the effects on the performance of the r mmended foundation
system.
The recommendations given in this report were prepared exclusively or the use of Lincoln
Property Company and their consultants. The information supplied here' is applicable only for
the design of the previously described development to be constructed a locations indicated at
this site and should not be used for any other structures, locations, or or any other purpose.
This firm is not responsible for the conclusions, opinions, or recommen tions made by others
based on the information submitted herein.
We will retain the samples acquired for this project for a period of 30 ys subsequent to the
submittal date printed on the report. After this period, the samples be discarded unless
otherwise notified by the owner in writing.
Maxim Technologies, Inc. Retort Ns 0902604628.41
- I Page 22
r^
FIGURES
0
B E L T L I N E
_
~ 1- ~
w
J
U
W
R 0 A D
Cn
Z ~ ~
z ~..
~
Ui W
O ~W a
m W ~- O
~
2 a
~ J
=m W Z
d J
~Q
-~ O
U
Z o
W Z
a _
Q p J
J ~
a.
~-
W
CS
W
J
C~
Z
Q
3
W
W
~'
Q
Z
O
Q w
O 'Q
J ~
~ X
ZO
_~
~a
m a ao
N
w m
o
z m
a
L A K E S H O R E D R I V E
,,.•.
LOG OF BORING NO. B- 1
PROJECT: COPPELL BUSINESS CENTER SPIFFY 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO SEE FIGURE 1
COPPELL, TEXAS
DATE: 6/12/96 SURFACE LEV:
FIELD DATA L ABORATORY DATA DRILLING METHO!'~(S): B ring advanced using air
i
pment.
rotary drilling equ
~ ~
~ ¢ GROUNDWATER INFORM TION: No groundwater
F Z ~ c ~ ~ w encountered during drillin Boring dry at completion.
V
~ ~ ~
F F 2 ~ y
>Y ~ d
U O ~ W N (~ F
~ ~ F O y= iID O
~ o
~ ~ = O W o J U V Z at~ 0
~ ~
' ~
C
to
o
z ~ d O
3: ~ O
o d ~
.~ ~ ~ Z
~ O
v w
~ Ova
c~ d
DESCRIPTIO
OF STRATUM
p=g.5 Brownish pray CLAY with pe tiles, calcite deposits and
P = 4.5 traces of limeatona nodules
P = 4.5 + 20 107 77 25 52
P=4.5
P=3.0
5 8.0
Light dray and yellowish tan LAY with embedded smelt
P = 2.0 gravel seam and iron ors
P=3.0
10
12.0
Yellowish tan and prAy SHAL CLAY with calcite seams
p:4,5 -with thin bentonite seams
15
P = 2.5
20
25.0
- 25 T= Da-k gray weathered SHALE ith tan seams, fractured 28.0
100/3" Dark gray SHALE
T: 30.0
30 100/ .2 "
35
40
~{ ~ ~-{ {~{ ~ REMARKS:
TUBE AUGER SPlrr- ROCx CONE NO
SAMPLE SAMPLE SPOON CORE pEN, RECOVERY
96-4628 FIGURE 2
~"'~
LOG OF BORING NO. B- 2
PROJECT: COPPELL BUSINESS CENTER SHEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOICATIO :SEE FIGURE 1
COPPELL, TEXAS
DATE: 6!12/96 SURFACE ELEV:
FIELD DATA LABORA TOR Y DATA DRILLING METHOQ(Si: B ring advanced using air
rotary drilling equipment.
~ ~
m z '~ ~ ~ GROUNDWATER INFOR T10N: No groundwater
~ ~ y ~ o _
~' ~ W encountered during drillin .Boring dry at completion.
Y ~
~ 3= _
o ~ ~ ~ z g ~
>Y ~ a
C ~ ~ ~ d Q ~ v ~ ~ ~ C w~ ~ 2
~ ~ ~ ~ ~ ~ > ~ 5 w ~
`~ ~
z ~~ ~
~ 3
z
~
o
z e d
d
o g
4
~
~
~
v w
~ _
v `~
DES~RIPTI
N OF STRATUM
P=4.5+ Yellowish pray end 4rown C Y with limestone (FILU 1.0
P=4.5 21 103 Dark grayish brown stiff CLA
P = 4.5 + 3.0
P=4.0 Olive pray and brown CLAY ith ca~areous nodules
P = 4.25
5 P=2.75
7.0
p:2,5 Yelbwish tan and pray CLAY
8.0
P=4.5 Yellowish tan and pray SHAL CLAY with calcareous
10 nodules
P=4.5+ 30 95 79 29 50
15
- with bentonite traces
- 8" bentonite seam
P = 4.5 + 34 88
20
23.0
-_ Dark pray weathered SHALE ith tan suns, fractured
- P=4.5+ 25.0
_ 25 T =
Dark pray SHALE
- 100/3.25"
0 T 30.0
3 100/1.
35
40
~-{
~
E ~ ~-{
F
y ~{
N ~ REMARKS:
TUBE AU
O
R SPLIT- R
O
CK C~
NE NO
SAMPLE SAMPLE SPOON CORE pEN. RECOVERY
96628 FIGURE 3
~^`~
LOG OF BORING NO. B- 3
PROJECT: COPPELL BUSINESS CENTER SHEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO SEE FlGURE 1
COPPELL, TEXAS
DATE: 6!12/96 SURFACE ELEV:
FIELD DATA LAB ORATORY D ATA DRILLING METHOp(S): B ring advanced using air
rotary driiGng equipment.
~ ~
$ z ~ ~ ~ ~ GROUNDWATER INFORM TION: Seepage
~ ~ ~ ~ ~ ~ W N y encountered at 17' during drilling. Water at 24' at
Y ~ ~ z ° ~ ~ ~ ~ 8 ~ Y ~ a completion.
~ ~ m d ~ ~ ~ ~ ~ ~ o v ~ ~ z
~
=
° ~ ,~~'
D ~ J v_
1- ~
F Z s~
a 2 s ~
J d f 0 H = y y > > fA Vl ~ ~ ~ ~ Z
°
~
z ~ d
~
c d
~
~
~
~
~ ~
LL _
~ d
~ DESCRIPTI OF STRATUM
P=4.0 Brown yellow end olive grey LAY with some Cunestone
P = 4.5 + 18 110 61 23 38 Pisces and gravel (FILL)
P=4.5+
P=4.5+ 18 108
P=4.Z5
5
P = 2.75 e.0
P=0.5 Dark gray CLAY
P=1.0
P=1.75
10
11.0
Yellowish gray SHAL'Y CLAY
P = 4.25
P=2.75 -
15
Q
P = 2.0
20
_ -with gray seams
25 P=4.5+ 25.0
_- T= Dark gray weathered 'SHALE ith tan seams, fractured
10013.5' 27.0
- Dark gray SHALE
- 30 T = 30.0
00/1.2 "
35
40
H ~ M H ~ REMARKS:
TUBE AUOER SPLIT- ROCK coNe NO
SAMPLE SAMPLE SPOON CORE Pte. RECOVEAY
96628 FIGURE 4
LOG OF BORING NO. B- 4
PROJECT: COPPELL BUSINESS CENTER SHEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO SEE FIGURE 1
COPPELL, TEXAS
DATE: 6112/96 SURFACE ELEV:
FIELD DATA LAB ORATORY DATA DRILLING METHODtS): B ring advanced using air
'
rotary dn
lling equipment.
a~ ~
$ i ~ ~ ~ ~ GROUNDWATER INFORM TION: No groundwater
"' W = W encountered during drilGn .Boring dry at completion.
fA ~1 ~ _ ~ ?
y ~ F ~ 0 LL
W Y ~ ~
~
s
~ O
a
=
~ = 40
W J (~
~ V
w Z W
QO W
~ W H to 'Y > > t
A 4 Z ~ ~ ~ Z
~ v z i= d ~ o d ~ ~ iC ~ v y LL v a
DES~RIPT1 N OF STRATUM
P=3.75 Grayish brown stiff LAY wi some limestone pieces
P=4.5+ {FILL) 2.0
P=4.5+ 18 108 74 27 47 Olivs pray CLAY with calcar ua nodules and gravel
P=4.5+
P=4.5+
5 P=4.5+ 21 toe
7.0
P=2.0 Yellowish orsnga end grey C Y with gravel and iron
ore 9.0
10 P=3.5 Yellow and greyish brown SN Y CLAY with orange
seams
P = 2.0
15 P=2.0 31 98 2.7 3.3 16.0
20
25
30
35
40
~{ Id M H k1 REMARKS:
TUBE AUGER sPLrr- ROCK coNe NO
SAMPLE SAMPLE SPOON CORE pEN. RECOVERY
96-4628 FIGURE 5
LOG OF BORING NO. B- 5
-'y
PROJECT: COPPELL BUSINESS CENTER SHEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO :SEE FlGURE 1
COPPELL, TEXAS
DATE: 6/12/96 SURFACE ELEV:
FlELD DATA LABO RATOR Y D ATA DRILLING METHOb(S): B ring advanced using air
rotary drilling equiq~ment.
~ ~
J
°m
z ~ {yj
~
,~ WQ
GROUNDWATER INFORM
TION: No groundwater
~ ~~
~ y ~ as W ~ ~ encountered during drillin .Boring dry at completion.
n
5~ Z v ? ~ ~ g > Y ~ a
x
C
s ~ ~ m a Q ~
y c~ F
~ ~ }
~ Ct
Z yF ~ z
~ c ~ W v' .~
~ ~
~ v_
~
~ ~~
aw s
7 3
W
~ ~ H 2 ~ Y ~ ~ t
A < ~Z ~ Z
m
c
z
~
o ~
~
~
$ ~
~
~ ~
~ -
°
a
~ d c
i DESr~RIPTI N OF STRATUM
P=4.5+ Brown and yelbw CLAY with aoms limestone pieces
P=4.5+ 14 115 55 23 32 and 4" layer of lirneakone at 1 .5' IFIW
P=4.5+ is 117 3.0
P=4.5+ Brownish gray CLAY
5 P = 3.5 5.0
10
15
20
25
30
35
40
~-I ~'I
TUBE AUGER SPUT-
SAMPLE SAMPLE SPOON
f•`I !"!
ROCK O
E NO
C
N
CORE pEN, RECOVERY
96628 FlGURE 6
REMARKS:
'.~
LOG OF BORING NO. B- 6
PROJECT: COPPELL BUSINESS CENTER SWEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO SEE FIGURE 1
COPPELL, TEXAS
DATE: 6/12/96 SURFAC ELEV:
FlELD DATA LAB ORA TORY DATA DRILLING METHOpiS1: ring advanced using air
rotary driging equibment.
~ ~
m z ~ ~ ~ ~ GROUNDWATER INFOR AT10N: No groundwater
~ ~
~ w ~ ~R W y y encountered during drillin Boring dry at completion.
~AA
3 ~ Z V _ ~ ? ~ jY ~ a
x ~ ~
~
~ ~ ~ W W -~
~ (~
y V
H Z W V.
d 2 W
~
u
~ fA H= N Y 7 ~ .
° a ~ o ~ ~ ~ ~ v LL v
a
o z i= d f w d DESCRIPTI N OF STRATUM
P=4.5+ Yellow and brown CLAY wi numerous limestone
P=4.5+ 9 120 46 17 29 pieces and 4" layer Of limest ne at 1.1' (FILL)
P=4.5+
P=4.5+ 20 11a
5 P = 2.0 5.0
Brownish gray CLAY
P = 2.75 7.0
10
15
20
25
30
35
40
~rI ~ h-{ H ~{ REMARKS:
TUBE AUGER SPIR- ROCK cGNe No
SAMPLE SAMPLE SPOON CORE pEN. RECOVERY
96-4628 FIGURE 7
/'~
LOG OF BORING NO. B- 7
PROJECT: COPPELL BUSINESS CENTER SMEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATiO SEE FIGURE 1
COPPELL, TEXAS
DATE: 10/8/96 SURFACE ELEV:
FIELD DATA LAB ORATORY DATA DRILLING METHOD(S): ring advanced using
continuous flight 8uger d lling equipment
~ ~
o ~ ~ `"
~ s
GROUNDWATER p11FOR
TION: Groundwater
~ ~ ~ y ~
~ a~ X
W rA ~ y seepage encounteked at 'during drilling, water at
Y 3 ~ i c ~ ~ ~ 3 n LL
~ Y =
S w
a 27' at compietlon Wate at 18' in 4 hours.
~ O W
OJ J d V
W F= O
y U F
~ ~
J
H
O
y=
G~D
~
e3 ~
S m m 0
F- D 2 ~
I- W to
O ~ J
~ U
F' U
F- Z
~ ~~
d Z W
~ Z
-
to H <=
Z
es ~
y
O
w w
o
z i= a; O
~ Q O
n a C
J g
a ~
a
~ O F
-
v w <
~ O i»
v a
DESCRIPTI
N OF STRATUM
P=4.5+ Tan LIMY CLAY with broken imeetone IFILU
13 105
2.5
Brown CLAY
P = 4.5 +
P=4.5+ 17 114 72 24 48
5
B.5
Tan and pray SH CLAY
P = 4.5 +
- with sand seams
P=4.5+ 22 t04 60 22 38
10
P~4.5
15
1
3 18.0
P=4.5 Yellowish brown SHALEY C Y with calcareous seams
20 and send seams
P = 2.75
25
27.5
Yellowish brown and gray S CLAY with
calcareous crystals and sand same
P 3.OQ
30
31.5
- Oark pray SHALE
T= 35.0
35 10012.0"
40
N ~ ~ ~-{ ~-{ k { REMARKS:
tveE AUGER SPLIT- ROCK coN¢ No
SAMPLE SAMPLE SPOON CORE pEN. RECOVERY
96628 FIGURE 8
~^
"1
LOG OF BORING NO. B- 8
PROJECT: COPPELL BUSINESS CENTER SHEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATiO :SEE FIGURE 1
COPPELL, TEXAS
DATE: 10/8/96 SURFACE LEV:
FIELD DATA LABORATOR Y DATA DRILLING METHOq(S): B ring advanced using
continuous flight auger dri ng equipment
~ ~
m° i ~ ~ ~ ~ GROUNDWATER INFORM TION: Groundwater
~ ~ seepage encountered at 3 during drilling, water at
,
~
Y ~ ~ Z c } ~ ~ t ? 8 LL
> Y ~ a 33.5' at completion.
g
~
m~ °~ ~
s ~
Z y ~
~
~
F-
z
`~ ~
w n
Z
J z~
~ ~
y c c o ~ ~ ~ dz s ~
d ~ = } ~ 7 < < Z ~2 ~ Z
w o z e d ~ a a ~ i~ i< ~ v m ~ ~ d DESCRIPTIO OF STRATUM
P=4.5+ Brown CLAY with lim~eatone f pmente (FILL)
P=4.5+
2.0
P = 3.5 Brown CLAY
P = 3.5
P=4.5+
5 P=4.5+
Q.5
Ten and brown CLAY
P=2.75 8.0
Tan and gray SHALEY CLAY
P=3.25
10
P=4.5+
15
P = 4.0
20
22.0
Tan and gray SH CLAY ith bentonite layers
P=2.5
25
P = 3.5Q - 2" thick shalo layer
30
31.0
_- Tsn and pray weathered SH ,fractured
33.0
- - Dark pray SHALE
35.0
35
40
~j
i
FF
i ~{ M H ~{ REMARKS:
TUBE AU
c
e
R SPLIT- ROCK CONE NO
SAMPLE SAMPLE SPOON CORE pEN_ RECOVERY
96-4628 FIGURE 9
.~.
~.
LOG OF BORING NO. B- 9
PROJECT: COPPELL BUSINESS CENTER SI•EET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO SEE FIGURE 1
COPPELL, TEXAS
DATE: 10!8/96 SURFAC ELEV:
FIELD DATA LAB ORA TORY D ATA DRILLING METHOID(S): oring advanced using
'
continuous flight auger d cling equipment
aR ~
o ~ ~ `"
~
~ s
GROUNDWATER ~NFOR
ATION: Groundwater
~ ~ ~ y ~
~ ~ X
W v, y
a, seepage encountered at 0' during drilling, water at
Y 3 3 z c ~ ~ ~ ? N ~ Y ~ a 22' at completions Wate at 16' in 5 hours.
v ~ it; ~ a ¢ y v ~ ~ ~ G _
N w z
~
~
2 O
F= C Z O
F uZi y
O G ~
~ ~?
F- ~?
1- Z
H ~
,
~ C7
d 2 ¢ Z
N < Z
a O~ < O y
N C1 Z H o: ~ C a ~ ~ ~ H LL ~ a DESCRIPTI N OF STRATUM
P=4.5+ Brownish gray CLAY
P=4.5+ 22 99 2_p
P=2.25 Yellowish brown CLAY with ravel and sand seams
P=3.25 28 98 74 25 49
P = 2.25
5
P = 2.25
P=2.5
P = 2.25Q
10
11.0
Yellowish pray SHALEY CLA with sand seams and
calcite lenses
P=4.5+
15
1
P=4.5+
20
P=3.75
25
- with bentonite seams
- with dark gray shale seam 1 "-2" thick
P=4.25
30
37.0
- Dark gray SHALE wikh bento ite seams
- 33.5
Dark gray SHALE
T= 35.0
35 10011.13"
40
{r~ ~ h-{ ~-{ kI REMARKS:
TUBE AUOER SPLR- ROCK CONE NO
SAMPLE SAMPLE SPOON CORE pEN, RECOVERY
96628 FIGURE 10
/^~
LOG OF BORING N0. B-10
PROJECT: COPPELL BUSINESS CENTER SHEET of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATI N: SEE FIGURE 1
COPPELL, TEXAS
DATE: 10/8/9fi SURFAC ELEV:
FIELD DATA LABORATORY DATA DRILLING METHC~DiS1: oring advanced using
'
continuous flight auger d !ling equipment
~ ~
m z ~ ~ ~ GROUNDWATER 'INFOR ATION: Groundwater
~ ~ ~ w ~ ~ W ~ ~ W seepage encountered at 5' during driiling, water at
Y ~ ~ z ~ ~ ~ ~ ~ N LL
~ Y z
~ a 33 at completion. Wate at 17 in 3 hours 40
~ m m~ s ~ ~ ~ ~ ~ o y F ~ z minutes.
.e
x °
~= c ~
~ W !A
°° J
o (~
~- V
F.. Z
w W V.
a z W
s
z
~
w o z~ o: b o a ~ ~ i~ ~ v w ~ v a DE$CRIPTI N OF STRATUM
P=4.5 Brownish stay CLAY with s val
P=4.5
p=4.5+
P=4.5+ 20 103 78 26 50
P=4.5+
5 P = 4.5 + e.0
Yellowish brown CLAY
P=4.5+ 28 103 68 23 45 8.0
Oransish stay SHALEY CLA with sand seams
P=4.5+
10
- with sand lenses
P = 2.25Q
15
1
-with calcite lenaee
P = 4.25
20
- with bantanite seams 1 "-2 thick
23.0
Yelbwish Bray and brown S ALEY CLAY with dark
P=2.25 pray shale seams!"thick
25
P=3.25
30
31.0
_- Dark Bray weathered SHALE ith 1 " to 2" thick tan
- seams, fractured 33.0
- Dark gray SHALE
35 T 35.0
100!0.75"
40
N ~{ ~ ~j
F
I
'W H k-I REMARKS:
TUBE AUGER SPLIT- R
O
C
K BONE NO
SAMPLE SAMPLE SPOON CORE pEN. RECOVERY
96-4628 FIGURE 11
r-~
,"~
LOG OF BORING N0. B-11
PROJECT: COPPELL BUSINESS CENTER SHEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO :SEE FIGURE 1
COPPELL, TEXAS
DATE: 10/8/96 SURFACE ELEV:
FIELD DATA LAB ORA TORY DATA DRILLING METHO~(S1: B ring advanced using
continuous flight uger d ling equipment
~ ~
~ X ~ yr ~ GROUNDWATER I~YFORM T10N: Groundwater
~
~ F z ~ o ~ ~ W seepage encountered at 2 during drilling, boring dry
N
Y ~ ~ z ~ ~ ~ ~ ~ 8 W
~ Y ~ a at completion. Water at ~
0 in 2 hours.
~ ~ ~ d Q ~ F
~ ~ ~ c ~F ~ i
e
~ o~ ~ o° c r ~ w ~~ ¢ _
~ ~ ~ = rA > > > w w i ~s ~ Z-
°w c z ~ d ~ o a Q ~ ~ ~ °
w LL °
d
c
~ c
~ DESCRIPTi OF STRATUM
P=4.5+ Mixed brownie pray CLAY d broken limestone (FILU
P=4.5+
P=4,5+
3.0
P=4.5+ Brown CLAY
5 P=4.5+ 18 111 B4 24 40
P=4.5+
8.0
Yellowish pray CLAY
P=3.5
10
15 P = 4.25
15.0
Yalbwish brown and pray SH LEY CLAY
P = 4.5 +
20
P=3.5
25
y
2e.o
- Dark pray SHALE
- 30 T 1
'
- 100/1.5
°
T = 35.0
35 100/1.13"
40
N ~ M H ~ REMARKS:
TUBE AUGER SPLIT- ROCK CONE NO
SAMPLE SAMPLE SPOON CORE per. RECOVERY
96628 FlGURE 12
'""\
LOG OF BORING NO. B-12
PROJECT: COPPELL BUSINESS CENTER SHEET 1 of 1
CLIENT: LINCOLN PROPERTY COMPANY LOCATIO SEE FIGURE 1
COPPELL, TEXAS
DATE: 1018/96 SURFACE ELEV:
FIELD DATA LAB ORA TORY D ATA DRILLING METHO~(S1: B ring advanced using
continuous flight aluger dr Ming equipment
~ ~
°m z ~ ~ ~ ~ GROUNDWATER INFORM TION: Groundwater
~ ~ ~ y ~ ~ W ~ y seepage encounteted at 2 .5' during drilling, water at
Y 3 3 z o y ~ ~ ~ z S ~ x ~ a 29' at completion. Water at 24' in 20 minutes.
~ _
~
i~ ~' a U
~ ~ ~
to v
~ ~
~
~
O
y~
w
Z
~
H O
Z
a= O
y W O
D ~
4 U
F- U
H z
N 20
d w ¢
7 ?
~
a =
w i- Y? ~ to
< 41
< 7
z ~x ~ z
r°n o z -_ a ~ o °d ~ d s
' ~ v w ~ ~ i
. DES~RIPTI OF STRATUM
P=4.5+ Mixed brownish gray] CLAY th broken limestone (FILL)
P=4.5+
2.0
P=4.5+ Brownish gray CLAY 3.0
P=4.5 Yellowish brown CLA1Y
5 P = 3.25 27 98 72 24 48
P = 2.75
P = 2.5 e.0
Yelbwish gray SHAL CLAY
P=2.25
10
P=2.75
15
20 P = 4.0
1
25 P=4.5+'
Q
28.0
T ~ Dark gray SHALE
100/1.5"
30
- T = 34.0
100/1.38"
35
40
y N ~ h j ~j ~ REMARKS:
TUBE AUGER SPLR• ROCK coNe NO
SAMPLE SAMPLE SPOON CORE PEN. RECOVERY
96628 FIGURE 13
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Figure 14
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'"~
APPENDIX A
'"'~
APPENDIX
SPECIFICATIONS FOR WATER PRESSURE
SITE PREPARATION
Prior to the start of injection stabilization, the building areas should a staked out to
accurately mazk the azea to be injected. The area to be injected.. shoul extend at least
five feet beyond the limits of the building areas and adjacent sidew Allowance
should be made for swelling that may occur as a result of the injection pr s depending
on soil properties and in-situ moistures.
EQUIPMENT AND MATERIALS
1. The injection vehicle shall be capable of forcing injection pipes ' to the soil with
minimal lateral movement to prevent excessive blowback aid loss f liquid around
the injection pipes. The vehicle may be rubber fire or track mo fed suitable for
the purpose intended.
2. Slurry pumps shall be capable of pumping at least 3000 gph at 5~0-200 psi.
3. 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.
APPLICATION
1. Injection stabilization work shall be accomplished prior to ins tion of any
plumbing, utilities, ditches or foundations.
2. The injection pressures shall be adjusted as directed by a Maxim hnician within
the range of 50 to 100 psi to inject the greatest quantity of fl 'd into the soil
mass. In order to assure that the pressure is within this sped ed range, each
injection vehicle shall be equipped with an accurate pressure gaug attached to the
manifold (the pipe fitting on which the probe valves are attach ).
3. Space injection so as not to exceed five feet on center each w y, and inject a
minimum of five feet outside building azeas.
~"`ti
4. Injection shall either proceed from the ground surface downwazd to the specified
depths or in an upwazd manner beginning at the specified inj Lion depth and
proceeding upward, as directed by a Maxim technician. Inj t fluid to the
required depth, or to impenetrable material, whichever occprs firs . Impenetrable
material is the maximum depth to which two injection rods can a mechanically
pushed into the soil using an injection machine having a minim gross weight
of five tons. Injections are to be made in 12" to 16" intervals, 'th a minimum
of six stops for seven feet and eight stops for ten feet. The probe shall be forced
into the soil, not washed down by scouring action of the fluff s. The lower
portion of the injection pipes shall contain a hole pattern that will uniformly
disperse fluid in a 360 radial pattern. Inject at each interval t "refusal" (i.e.
until the maximum quantity of fluid has been injected into the oil and fluid is
running freely at the surface, either out of previous injection hol or from areas
where the surface soils have fractured around each injection robe). Back
pressure flow out of previous injection holes shall not constitute " efusal". Fluid
coming up around or in the vicinity of one injection probes also not be
considered as refusal. If this occurs around any probe, this probe shall be cut off
so that water can be properly injected through each probe a each 12 inch
injection depth interval. The injection vehicle shall be fitted wi individual cut
off valves for each probe. At each 12 inch interval, each valve will be cut off
and on to assure that each probe is not blocked and that water is owing. If one
or two probes aze blocked, the others shall be cut off so that the added pressure
will clear out the blockage.
5. After a minimum curing time of 48 hours, the injected .pad y be tested to
determine if additional injections with water and surfactant are ecessary. The
water injections will be five feet on center each way and spaced 2 fz feet offset in
two orthogonal directions from the initial injection.
6. A minimum of 48 hours shall elapse between each injection appli~tion in any one
area to allow for moisture absorption, if required.
7. After four injection applications, the surface soils shall be scarified and
recompacted to form a surface seal prior to additional injections.
8. The required final moisture content shall be controlled by swel~ test results as
outlined below.
9. Upon completion of the final injection, scarify the top eight inc es of soil and
recompact to a minimum of 92% Standazd Proctor density (AS D 698), at a
moisture content ranging from four to seven percentage points abo a the optimum
moisture value.
,~~*
'"~
OBSERVATION AND TESTING
1. A full-time Maxim engineering technician will be present thro ghout the entire
injection operation. After completion, undisturbed samples be taken at one
foot intervals to the total depth injected. as specified by the Geot hnical Engineer.
2. Inspection, test drilling and verification of moisture contents will be performed
under the direction of the Geotechnical Engineer.
3. Moisture content tests and hand penetrometer determinations sh be performed
on one foot intervals. One dimensional swell tests shall b@ perfo ed on selected
soil samples. The number of swell tests along with the correspo ding depths will
be selected by the Geotechnical Engineer in such a way that the VR for each test
boring can be estimated. One dimensional swell tests shall b conducted in a
manner similaz to that of ASTM D 4546-85 Method B.
4. The average swell from each test boring shall not exceed 1.0 ercent, and the
PVR fora 10 foot depth for each boring shall not exceed on (1) inch. This
criteria is based upon a design PVR of one (1) inch within the d th of treatment.
5. Where swell criteria is not met, reinjection will be required. additional testing
will be performed in the reinjected areas.
6. The surface of the injected area should be sealed or otherwise ~rotected against
moisture loss.
7. After approval of the injection operations, standing water should be removed and
the subgrade be proofrolled. The subgrade should then be excav ted to select fill
subgrade and compacted to a minimum of 923b of the maaimu dry density as
determined by ASTM D 698 (Standard Proctor) between +4 an +7 percentage
points above the optimum moisture content.
8. Tfie moisture condition of the completed pad must be maintain until all slabs
are in place.
n
'"`~,
APPENDIX
MEASQRES TO MINIlI~IIZE DEEP SEATED
~,~•, '"~
r
MEASURES TO NIINIMIZE DEEP SEATED
In order to reduce the risk of excessive upwazd ground movements from a deeper site soils
caused by swelling associated with free water sources, the following', meas es could be taken
during design and construction:
• The use of superior utility contractors and utility line materials accompanied with
Quality Control inspection and testing of all utility line ins bons including
automatic sprinkler systems.
• Utility under-drains with impervious barriers along the trench b ttom may be used
as an additional safeguazd to minimize post-constnuction upw d movement.
• Elevated landscaped planters with sealed bottoms should be used in lieu of recessed
beds to prevent ponding water conditions neaz the structures.
• Positive drainage should be provided away from the stcucture~. Drainage neaz
structures: 3 4' minimum.
• Roof drainage systems should be used to direct roo# runo away from the
structures in the most direct manner. Downspouts, if used, sho d not be allowed
to discharge into landscaped areas located neaz the struc Downspouts
extensions should be used to facilitate rapid drainage away fro the structures.
• If retaining walls are required due to site topography, dsainag swales, having a
minimum 1 percent slope, should be provided neaz the top of a retaining walls
to prevent runoff from the up slope area from draining onto the down slope area.
• Use of superior contractors and materials for installation.. of sp
Quality Control inspection and testing of systems installed. Sp
not be installed near the structures. Instead, the system should
the lines themselves are as faz away from the structures as I
heads should be used with a capacity to direct water towazd
distances of several feet.
RESPONSIBII.ITY OF MAINTENANCE DEPARTMENT
• Rapid repair of any utility leak including water lines, sewer
sprinkler heads.
• Maintaining site drainage, particulazly in landscaped azeas
structures.
• Using elevated landscaped planters with sealed bottoms in lieu
(see above).
ter systems and
der lines should
designed so that
ible. Sprinkler
structures from
~, sprinkler lines,
adjacent to the
'recessed planters