Northlake 635(4)-SY 980925PROJECT NO. 4814
REPORT NO. 1
SEPTEMBER, 1998
GEOTECHNICAL INVESTIGATION
COPPELL TECH CENTER 1I
CRESTSIDE DRIVE AND L4,KESHORE DRIVE
COPPELL, TEXAS
Presented To:
CMC - COMMERCL~kL REALTY GROUP
DALLAS, TEXAS
September 25, 1998
Project No. 4814
Report No. 1
CMC - Commercial Realty Group
One Lincoln Centre
5400 LBJ Freeway, Suite 1450
Dallas, Texas 75240
ATTN: Mr. Subash Gaitonde
GEOTECHNICAL hNVESTIGATION
COPPELL TECH CENTER I1
CRESTSIDE DRIVE AND LAKESIIORE DRIVt;
COPPELL, TEXAS
Gentlemen:
Transmitted herewith are copies of the referenced report. Should you have any
questions concerning our findings or if you desire additional information, please do not
hesitate to call.
Sincerely,
REED 1~NGINrEERII',.~,~BObq~, INC.
// ' X.,ice.~resident
Ronald F. Reed,' - ' P.E. ~".." '~, .... .76'
· . . ~,~. '.~'~
Pnnc~pal Engineer $ :. "~ '.
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FWS;RFR/aap ~ laON.N_~...F..fi..~.~.; :.?"-z~
cop'es submitted: ( .'1 l.~:. t .... ~ .5,,
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...............................................................
TABLE OF CONTENTS
PAGE
INTRODUCTION ................................................................................................ 1
Project Description ................................................................................... 1
Authorization ............................................................................................
Purpose and Scope ................................................................................... 1
FIELD AND LABOIL-kTORY IxNVESTIGATIONS ........................................... 2
General .................................................................................................... 2
Field Investigation .................................................................................... 2
Laboratory Testing ................................................................................... 3
GENERAL SITE CONDITIONS ........................................................................ 4
Geology. .................................................................................................... 4
Stratigraphy .............................................................................................. 4
Ground Water .......................................................................................... 5
Texas Natural Resource Conservation
Commission (TNRCC) Comment .......................................................... 5
ANALYSIS AND RECOMMENDATIONS ....................................................... 6
Potential Vertical Movements .................................................................. 6
Foundation Design .................................................................................... 7
Grade Beams/'I'ilt-Wall Panels ................................................................. 9
Floor Slab .................................................................................................. 10
Earthwork ................................................................................................. 13
Pavement ................................................................................................... 14
Construction Observation and Testing Frequency. ................................ 16
-i-
TABLE OF CONTENTS
(Continued)
ILLUSTRATIONS
PLATE
PLAN OF BORhNGS ........................................................................................... 1
BORLNG LOGS ............................................................................................... 2-6
KEYS TO TEILMS AND SYMBOLS USED .................................................... 7&8
LABORATORY TEST RESULTS ..................................................................... 9-I 1
ABSORPTION PRESSURE-SWELL TEST RESULTS .................................... 12-14
SPECIFICATIONS
PAGE
WATER INJECTION WP'SELECT" FILL CAP OPERATIONS .................... 1
WATER INJECTION W/LIME-MODI'FI_ED CAP OPERATIONS ................. 1
WATER AND LIME INJECTION OPEIL, kTIONS ........................................... I
- ii-
INTRODUCTION
Project Description
This report presents the results of a geotechnical investigation performed for the proposed
Coppell Tech Center II to be located northwest o£ the intersection of Lakeshore and Crestside
Drives in Coppell, Texas. The project consists of an 80,071-square foot office building with
associated parking and dr/yes. The general orientation of' the building is shown on the Plan of'
Borings, Plate 1 of'the report Illustrations.
Tilt-wall construction with brick facing, or concrete block construction on grade beam is
anticipated. The use of pier foundation support in conjunction with a ground-supported
"floating" floor is also anticipated.
Authorization
This investigation was authorized by Mr. Subash Gaitonde of CMC - Commercial Realty Group
on August 11, 1998.
Purpose and Scope
The purpose of this investigation has been to evaluate the general subsurface conditions and
provide recommendations for:
· design of the foundation system;
· floor slab;
· pavement subgrade; and
· site preparation and earthwork compaction criteria.
Project No. 4814/Report No. 1 - I - September 25, 1998
The investigation has included drilling sample borings, performing laboratory testing,
engineering and geologic analyses, and development of geotechnical recommendations. The
follov,4ng sections present the methodology used in this investigation.
Recommendations provided herein are site-specific and were developed for the project discussed
in the report Introduction. Persons using this report for other than the intended purpose do so
at their own risk.
FIELD AND LABOIL4,TORY INVESTIGATIONS
General
The field and laboratory investigations have been conducted in accordance with applicable
standards and procedures set forth in the 1998 Annual Book of ASTM Standards, Volumes
04.08 and 04.09, "Soil and Rock, Geosynthetics". These volumes should be consulted for
information on specific test procedures (see ASTM D-1587).
Field Investigation
Subsurface conditions were evaluated by five sample borings drilled to depths of 30 feet in
August, 1998. The approximate locations of the borings are shown on Plate 1 of the report
Illustrations.
Borings were advanced between sampling intervals by means of a truck-mounted drilling rig
equipped with continuous qight augers. Samples of cohesive soils and shale were obtained with
three-inch diameter Shelby tubes.
Project No. 4814/Report No. I - 2 - September 25, 1998
Delayed water level observations were made in the open boreholes to evaluate ground water
conditions. Borings were backfilled at completion of field operations.
Sample depth, description of materials, field tests, water conditions and soil classification
[Unified Soil Classification System (USCS), ASTM D-2488] are presented on the Boring Logs,
Plates 2 through 6. Keys :o terms and symbols used on the logs are included as Plates 7 and 8.
Laboratory Testing
All samples were returned to the iaboratoD' and visually logged in accordance with the USCS.
The consistency of cohesive soils ,,vas evaluated by means of a pocket penetrometer. Results of
the pocket penetrometer readings are presented on the boring logs.
LaboratoD' tests were performed to evaluate index properties, confirm visual classification, and
evaluate the undrained shear strength of selected samples. Tests and ASTM designations are
provided in Table 1.
TABLE 1
TESTS CONDUCTED AND ASTM DESIGNATIONS
Tyoe of Test ASTM Designation
Atterberg Limits D-4318
Moisture Content D-2216
,'""' D-5298
Soil S.,..un I
I
Unconfined Compression (Soil) i D-2166
The results of these tests are summarized on Plates 9 through 11.
Project No. 4814,rR. eport No. I -3- September 25, 1998
The expansive characteristics of the upper soils and weathered shale were also evaluated by
means of absorption pressure-swell tests~. Results of the swell tests are presented graphically on
Plates 12 through 14.
GENERAL SITE CONDITIONS
Geology
The site is located within terraced alluvial soils overlying xveathered and unweathered shale of
the Cretaceous Eagle Ford Formation. The terraced alluvial soils are associated wit},,
Quaternary deposition in the floodplain of the Elm Fork Trinity River and its tributaries in the
geologic past. In its unweathered state, the Eagle Ford Formation typically consists of a dark
gray, soft clay shale which weathers to form a highly plastic material with the engineering
properties of a CH clay.
Stratigraphy
Subsurface conditions encountered in the borings consist of allu~qal soils overl54ng weathered
and unweathered shale. The alluvial soils consist of very' dark grayish-brown to grayish-brown
and dark yellowish-brown, high plasticity clays with vao'ing quantities of sand, calcareous
particles and ironstone fragments.
~ Johnson, L.D., & Snethen, D.tL (1978). "Prediction of Potential H~ve of Swelling Soil.~ Geotechnical Testing
Journal. ASTM 1 (3), 117-124.
Project No. 4814/R. eport No. 1 - 4 - September 25, 1998
The alluvial soils extend to depths of' eight to nine Feet and are underlain by dark yellowish-
brown to yellowish-brown and gray, severely weathered to weathered shale. The degree o£
weathering decreases with depth. The weathered shale possesses the engineering properties of'a
CH clay and is, therefore, classified as such on the boring logs.
Dark gray, soft, slightly silty, unweathered shale was encountered below depths of 27 to 29-1/2
feet in Borings B-1, B-2, and B-4. The remairfing borings terminated within the weathered shale
at depths of 30 feet.
Based on the field and laboratory data, the soils were relatively moist below' depths of about 8 to
10 feet at the time of the field investigation (August, 1998).
Ground Water
Based on post-drilling water level obser~'ations, ground water was present at depths of about 8
to 11 feet in Au~st, 1998. The ground water is perched above the relatively, impermeable,
unweathered shale in the overlying weathered shale and alluvial soils. Quantities are generally
anticipated to be limited. The depth to ground water will fluctuate with variations in seasonal
and yearly rainfall.
Texas Natural Resource Conser~'ation Commission (TNRCC) Comment
The TNRCC adopted regulations, known as "Subch.~pter T," on April 19, 1995, pertaining to
land development over closed municipal solid waste landfill units. The site observations and
subsurface data do not indicate the presence of buried municipal solid waste at this site. Based
on this data, development of this site will not require Subchapter T permitting.
Project No. 4814/Report No. 1 - 5 - September 25, 1998
.........................................
ANALYSIS AND RECOMMENDATIONS
Potential Vertical Movements
Potential Vertical Movements 0VVM) were evaluated using an empirical procedure developed
by McDowell2 and modified by the Texas Department of Transportation, TxDOT Test Method
124-Ea in conjunction with the soil suction and absorption pressure-swell tests. As previously
noted, the clays were relatively moist below depths ofabout 8 to 10 feet in August, 1998.
Based on the P\,'M calculations and past experience, potential movements are estimated to be on
the order of four to six inches. Movement will be associated with seasonal changes in soil
moisture within the upper 8 to 12 feet
Ground-supported improvements (i.e., sidewalks and paving) x¥fll move in response to changes
in soil moisture. The movement will be observed as heave if the soils are dry at the time the
pavement or sidewalk is constructed. The movement will be observed as settlement if the soils
are moist at the time of constrdction. Generally, settlement will be limited to the outer perimeter
(outer four to five feet) of larger slabs. Settlement can be controlled by prudent watering during
extended dr)' climatic periods. Recommendations are provided to limit movement below the
building; however, some movement of site paving and sidewalks should be anticipated.
: McDowell, C. "The Relation of Laboratory Testing to Design for Pavements and Structures on Expansive
Soils". Quarterly of the Colorado School of Mines, Volume 54, No. 4, 127-153.
3 "Method for Determining the Potential Vertical Rise, PVR." (1978). Texas Department of Transportation, Test
Method Tex- 124.-E.
Project No. 4814/Report No. 1 - 6 - September 25, 1998
The estimated PVM' is based on existing site grades. If signific~t cut m~d fill will be required
below the building to establish finished grade, this office should be consulted for additional
analysis and recommendations.
Foundation Design
Foundation support for concentrated column loads should be provided by reinforced concrete,
underreamed (belled) piers. The piers should be founded at a depth of 15 feet below existing
(April, 1998) gra,des, within the yellowish-brown and gray clays (weathered shale). The piers
should be designed for an allowable bearing pressure of seven kips per square foot (ksf).
Piers proportioned in accordance with the allowable bearing value will have a minimum factor of
safety of three considering a shear or plunging failure. The weight of the pier concrete below
final grade may be neglected in determining foundation loads. Properly constructed
underreamed piers should not undergo post-construction settlements in excess of 1/2 inch.
Piers will be subjected to uplift associated with swelling within the upper clays. The piers should
contain reinforcing steel throughout the pier to resist the tensile upliR forces. Reinforcing
requirements may be estimated based on an u?lift pressure of 1.5 ksfacting over the top 10 feet
of pier surface area. The calculated uplift va!ue is considered a working load. Appropriate
factors of safety should be applied in calculating tile percent of reinforcement.
Project No. 4814/R. eport No. I 7 September 25, 1998
"Mushrooming" or widening of the upper portion of the pier shafts will significantly increase the
uplift pressure from the upper clays. "Mushrooms" should be removed from the piers prior to
backfill operations.
Pier caps should not be used with the piers unless a minimum void of six inches is created below
the portion of the cap emending beyond the shaft diameter. This void is applicable considering
implementation of subgrade modification as outlined in the Floor Slab section.
Uplift resistance for underreamed piers will be provided by the weight of the soil overl54ng the
bell and the dead load from the structure A minimum bell-to-sha?t diameter ratio of two to one
(2:1) is recommended to resist uplift associated with sw'elling of the upper soils. A maximum
bell-to-shaft diameter ratio of 3: 1 is recommended from construction consideration.
Due to presence of ground water, close coordination of drilling and concrete placement should
be performed to minimize the need for dewatering Dependent upon site conditions, pier depths
may be raised (at the direction of the engineer) to avoid ground water.
Pier excavations should be do, and free of deleterious materials prior to concrete placement. In
no case should the pier shaft excavations remain open for more than four hours prior to concrete
placement.
Project No. 4814/'Report No. I - 8 - September 25, 1998
Continuous obserYation of the pier construction by a representative of this office is
recommended. Observation is recommended to confirm the bearing stratum and that the
excavations are dr3' prior to placement of concrete.
Grade Beams/Tilt-Wall Panels
Grade beams or tilt-wall panels should be constructed with a minimum void of six inches. This
void is applicable considering subgrade modification as described in the following Floor Slab
section. A void is recommended to limit potential foundation movements associated with
swelling of the underlying soils.
The void can be created below grade beams by use of wax-impregnated cardboard forms, or
beneath tilt panels by over-excavating the required void space prior to panel erection. Retainer
boards along the outside of the grade beams or tilt-wall panels should not be necessary.
Grade beams should be double-formed. Earth-forming of beams below ground is not
recommended because of the inability to control the beam excavation width.
Fill on the outside of perimeter grade beams and'or tilt walls should be placed in a controlled
manner. Bac'~ll should consist of site-excavated clays, or equal, placed and compacted in
accordance with the Earthwork section. Ifbedding soils must be used adjacent to the perimeter
of the building, the clay/bedding soil interface should be sloped to drain away from the building.
Compaction criteria are included in t?,e Earthwork sect[on.
Project No. 4814/Report No. I - 9 - September 25, 1998
Floor Slab
Potential movements associated with heave £rom a dry condition to a moist condition are
estimated to be on the order of four to six inches. Additional movement is possible if the clays
become saturated, such as can happen from utility leaks and excessive ponding adjacent to the
perimeter walls.
Two types of floor systems are considered feasible; a suspended floor, and a ground-supported
(or "floating") slab. The suspended floor is considered the most expensive, but does provide the
highest degree of confidence that post-construction movement cf the floor will not occur. If this
alternative is desired, a minimum void o~12 inches (appro×imate F.S. of 2) is recommended
Use of a ground-supported floor is feasible, provided the ri3k of some post-construction floor
movement is acceptable. The potential movement can be reduced by proper implementation
(i.e., construction) of remedial earthwork recommended in the following paragraphs. The risk
of the potential movement occurring can be reduced by implementation of positive grading of
surface water away from the building and backfilling immediately adjacent to the structure ,,,,4th
on-site clays.
Considering a finished floor elevation close to existing grades, the most economical means of
limiting the potential for post-construction floor movement is to preswell the upper clays via
water pressure i~iection then provide a surface seal with either 12 inches of"select" fill or a
Project No. 4814/Report No. 1 - 10 - September 25, 1998
lime-stabilized cap. The lime-stabilized cap can be provided by either of two ways; scarification
of approximately four percent lime into the top six inches of subgrade at completion of
preswelling, or integration of one pass of lime with the water pressure injection passes. General
procedures are presented in the following paragraphs.
1. Cut and fill balance to within 12 inches of finished subgrade with on-site soils, or to
subgrade if the lime-stabilized cap option is desired. Place and compact soils in
accordance with recommendations in the Earthwork section.
· Note: If insufficient on-site fill exists to achieve proposed subgrade for the
"select" fill option, all imported fill for use below the building should consist
of "select" soils. Balance on-site soils to provide a uniform thic'kness of
selec,
2. Preswell the upper clays via pressure injection with water to a depth of 10 feet.
Guideline specifications for performance of' the injection are included in the report
Specifications.
3. Place and compact the surface moisture barrier, consisting of 12 inches of "select"
soil or a lime-stabilized cap. As discussed above, the lime cap may consist of either
four percent hydrated lime scarified into the top six inches of injected soil, or one
pass of lime may be substituted for one of the water injection passes.
Placement recommendations for "select" fill are included in the Earthwork section. Guideline
specifications for all three options, "select" fill, lime cap, and lime injection are provided in the
report Specifications.
Injections should be extended a minimum cf five feet beyond the general building lines. The
injection should be increased to 10 feet beyond the buildii:.g at entrances and docks to lin-tit the
potential for ditTerential movement bezween the structure and sidewalks or entrance pavement.
Project No. 4814/Report No. 1 11 - September 25, 1998
The performance of an injected subgrade is dependent upon the quality of the workmanship.
Therefore, water pressure injection is not recommended unless a representative of this office is
present full-time to observe all injection operations.
The actual number of injection passes required will be dependent upon the soil moisture
conditions at the time of construction. For estimating purposes, and considering relatively dry
conditions at the time of construction, a minimum of four injection passes should be anticipated.
The surface moisture sea! should be constructed as soon as possible after completion of injection
operations to ~imit moisture loss within the upper clays. Potential floor movements considering
a properly preswelled subgrade are anticipated to be on the order of !/2 to 1 inch.
Positive drainage of water away from the structure must be provided and maintained after
construction. Architectural detailing of interior finishes should allow for approximately 1/2 to 1
inch of differential floor movement.
A moisture barrier (minimum 6-mil polyethylene) is recommended below a ground-supported
floor. This is of particular importance below sections of the floor covered with carpeting, paint,
or tile.
Ground-supported floors over expansive soils may be subject to settlement if the underly4ng
clays dry during the life of the st,~cture. Natural desiccation will be limited to the outer four to
five feet along the perimeter. Roots f:om trees and shrubs can however grow below the
Project No. 4814,rReport No. 1 - 12 - September 25, 1998
structure and increase the zone of'desiccation. This process typically requires 8 to 10 years to
develop. An effective means of limiting plant root growth is construction of a vertical moisture
barrier adjacent to the foundation, or extension of paving to the perimeter of the building. The
barrier, if utilized, should consist of a minimum six-inch wide, five-foot deep lean concrete wall.
Trees and shrubs should be planted outside the barrier.
Earthwork
All vegetation and topsoil containing organic material simuld be cleared and grubbed at the
beginning of earthwork construction. Areas of the site which will underlie fill or within the
building should be scarified to a depth of'6 inches and recompacted to a minimum of 92 percent
and a maximum of 98 percent of the maximum density as determined by ASTM D-698,
"Standard Proctor". The moisture content should range from +1 to +5 percentage points above
optimum.
Site-excavated soils, ,.,,,here used as fi!l, should be placed in maximum eight-inch loose lifts and
compacted to the moisture and density requirements outlined above.
The final 6 inches of subgrade below pavement should be compacted to a minimum of 95
percent of Standard Proctor, at or above optimum moisture.
Project No. 4814/Report No. I - 13 - September 25, 1998
Proper backfilling around the building perimeter will reduce the potential for water seepage
beneath the structure. Fill against the perimeter of the foundation should consist of site-
excavated clays, or equal, and should be placed and compacted in accordance with the
recommendations outlined above.
"Select" fill is defined as a uniformly blended clayey sand with a Plasticity Index (PI) of between
4 and 15. Select fill should be placed in maximum 8-inch loose lifts and compacted to at least 95
percent of ti~e Standard Proctor density, at a moisture content between -2 to +3 percentage
points of optimum. The select fill should be placed as soon as possible over the injected
subgrade to limit moisture loss within the underlying soils.
Pavement
Concrete pavement is anticipated for both car and light truck parking, and for drives and se~,ice
areas.
In general, stabilization of the subgrade is not cost-effective when using rigid pavement, and
does not sigrdficantly increase the load-carrying capacity of the pavement. Stabilization does
however pro~Ade a construction or working pad, and may be advantageous from this
perspective, especially if construction occurs during the wetter portions of the year.
Stabilization is ho'~,-ever recommended iftra~c speeds will exceed 30 miles per hour (mph).
Project No. 4814/Report No. I 14 - September 25, 1998
The specific pavement sections will be dependent upon the type and frequency of traffic. For
drives and parking subject to cars and light trucks, a 5-inch thick, 3,000 pounds per square inch
(psi) compressive strength pavement section constructed over a subgrade scarified and
recompacted as outlined in the Earthwork section should provide for unlimited repetitions over
a 20-year life.
For drives and ser¥ice areas subject to the equivalent of four or less loaded semi-trucks per day
and within fire lanes, a minimum 6-inch thick, 3,000-psi compressive strength pavement section
is recommended The pavement should be constructed over a subgrade scarified and
recompacted as discusse~ in the Earthwork section.
Pavements should be lightly reinforced to control shrinkage cracks. Reinforcing should consist
of the approximate equivalent of #3 bars at 24 inches on-center. The specific amount of steel
should be determined based on spacing of expansion, construction and contraction (saw)joints.
Pavement sections should be saw cut at an appro.,dmate spacing in feet of 2.5 to 3 times the
pavement thickness expressed in inches. (For example, a 5-inch pavement should be saw cut in
approximate 12.5 to 15-foot squares.) The actual joint pattern should be carefully designed to
Project No. 4814/Report No. I - 15 - September 25, 1998
avoid irregular shapes. Recommended jointing techniques are discussed in detail in "Joint
Design for Concrete Highway and Street Pavements", published by the Portland Cement
Association4.
Construction Observation and Testing Frequency
It is recommended that the following items (as a minimum) be observed and tested by a
representative of this office during construction.
Observation:
· Fill placement and compaction.
· Pressure injection operations.
· Pier construction and concrete placement.
Testing:
· Earthwork
· One test per 5,000 s.£ per lift within fills below the building.
· One test per 10,000 s.f. per lift within fills in the paving area.
· One test per 150 linear &et per lift in utility and grade beam backfill.
· Post-injection borings, one boring per 10,000 s.f. of injected area.
The purpose of the recommended obserYation and testing is to confirm the proper foundation
bearing stratum and the earthwork and building pad construction procedures.
4 "Joint Design for Concrete Highxvay and Street Pavements" (1980). Portland Cement Association, Skokie, IL.
Project No. 4814/Report No. 1 - 16 - September 25, 1998
reed engineering
GROUP
Coppell Tech Center II
Project NO. 4814 Crestside Drive and Lakeside Drive
Bate: 08-21-g8 Coppell, Texas Location: See Plate
'" CORE Pocklt Plnetro~eter
Standard Penetration Tests
'~ ~ DESCRIPTION OF STRATA ~o~ per Foot - +
m
O-
CLAY, very dark ~rayish-bro~n, hard,
w/trace of weathered, calcareous
particles gcoarse, quartz sand (CH)
5- CLAY, grayish-brown, very stiff, " /
w/trace of calcareous particles ~
mmeral~zation (CH) /
/
CLAY, yei~owish-brown w/some gray,
lO-
very
(severelyweathereo shale) (CH)
very ~tiIf to hor~. ~lockg, ~li~htly
15- (weathered shale) (CH)
/
20-
25-
. :::fi:~ S~ALE, dark gray, soft, slightly silty
30- ~
Total Depth - 30 feet
35-
BORING LOG B-1 PLATE 2
~-~ ~-. reed engineering
GROUP
Coppell Tach Center I!
Proiect No, 48;4 Crestside Drive and Lakeside Orive
Date: 00-OI-08 Coppell, Texas Location: See Plate
"' CORE PoCke{ Pene[rometer Readings
> u~ ~ Tons Per S~I. FL
~ ~ ~ DESk[PT[ON ~ STRATA ao.s per Foot
~ ~ ~ ~ ~ ! 2 3 4
o- ~ CLAY, dark grayish-brown, hard.
~/trace of calcareous particles ICH)
5- ~ ~/trace of ironstone fragments belo~
CLAY, yellowish-brown ~/gray, har~ _
t0- (severe,y ~eathered shale) (CH)
CLAY, yellowish-brown w/trace of gray,
,5- hard, blocky, slightly silty, w/traceofmineralization
(weathered shale) CCH)
, /
30- -'~ SHALE, dark gray, soft, slightly silty /-- ~ -
Total Depth ,' 30 feet
Dry @ completion. Hater ~ 8-1/2' & blocked
35- @ 9' .m 09-04-98.
BOR!NG LOG B-2 PLATE 3
6EOTEI~-I~CN. CONSULT~
_ reed eno~g "
GROUP
Coppell Tech Center I!
Proiect No. 4814 Crestside Drive and Lakeside Drive
Date: 08-01-88 Coppell, Texas Location: See Plate !
cu CORE Pocket I'e~e~*o~eter Readings
~ ~ ~ ~ DES~IPTION ~ STRATA ~ow~ ~ F~t- +
I I 2 3 4
O-
CLAY. Uark oFay)sh-bFown, hard,
w/trace of calcareous parUcles (CH)
5- (:;ark yellowish-brown belOw 5' -
CLAY, dark yellowish-brown
10- w/yellowish-brown (;; trace of dark
gray, hard, lam;niated, blocky, slightly
silty
(weathered shale) (CH)
15- *~"
CLAY, yellowish-brown to olive-brown
w/trace of gray. very stiff to hard.
blocky, slightly silty, w/trace of
20- minerslization (CH) _~. ,See>a~;e (~ur ng dr, lin;i/ -
/
/
-
30-
Total Oep[h ' 30 feet
Seepage encountered ~ 20' during drilling.
~aJer ~ 8' ~ blocked J 22' on 09-04-g8.
35-
BORING LOG B-3 PLATE 4
~ ~T~ -'
-- ..-. - reed engineering
Coppell Tech Center II GROUP
Project No. 4814 Crestside Drive and Lakeside Drive
Date: 09-01-98 Coppell, Texas Location: See Plate
cu CORE Pocket Penetrometer Readings
~ ol co Tons Per 54. FL -!
~.~ ~ = ~ ~ St.da,d Pe. traUon
O-
CLAY, very dark Grading to dark
grayish-brown, hard. w/trace of
calcareous particles (CH)
5-
CLAY, grayish-brown C, yellowish-brown
w/trace of gray, hard, w/trace of
calcareous &ironstone particles (CH) /
/
~AY, yellwoish-brown w/trace of gray
10-
[; brownish-yellow, hard, blocky, slightly ~,~
siity, w/trace of mineralization
[weathered shale) (CH)
30- -~ SHALE, dark gray, soft, slightly silty /-- ~ -
Total Depth - 30 feet
Water O 6-1/2' G blocked @ 18-1/2' on
35- 09-04-98.
BORING LOG B-4 PLATE 5
6E~ I:~NSULTANTS
Coppell Tech Center I! GROUP..
Project No. 4814 Crestside Drive and Lakeside Drive
Date: og-oI-g8 Coppell, Texas Location: See Plate
'" CORE Pocket Penetrometer Readings
~ u~ m Tons Per S4. FL -!
~ ~ ~ ~ DESk[PT[ON ~ STRATA ao.s ~er F~t - *
~ g I 2 3 4 ~ ~
O-
CLAY, very dark gray, hard. ~/trace of
calcareous particles (CH)
E
5-
CLAY, grayish-brown w/trace of ~ .
i yeliowish-brown, hard, w/trace of /
calcareous G ironstone particles (CH)
/
CLAY, yellowish-brown w/trace of
/
~ browmsh-yeHow, hard, blocky
IO-
I,j (se~'erely weathered shale) (CH) ~,~
SHALE, yellowish-brown w/trace of
gray, hard, blocky, slightly silty, ~\
w/trace of mineralization
15- (weathered shale) (CH)
20- ~-
,~ See)a[e Cur ng Or lin'J. /
30- E
Total Oepth = 30 feet
Seepage encountered ~ 26' during drilling,
Nater @ 27-1/2' after 5 minutes. Nater 0 I1'
G blocked @ 21-I/2' on 09-04-98.
35-
BORING LOG B-5 PLATE 6
~ -- reed engineering
GROUP
reed engineering
GROUP
.... Coppell Tech Center [!
Project No. 4814 Crestside Drive and Lakeside Drive ~j Fa
Date: 08-21-98 Coppell, Texas Location: See Plate 1 ~k/Y~ Type of
- -- Tons P~ ~cl. Ft -~ O.AY
j~ Star~tard Pe.~t~at~n Tests (~.<50)
m ~ ~ ~ I Z 3 4 45+ 4.5++
O~ CLAY, verydark grayish-brown, . ~ ~>~)
hard, ~/trace of weathered,
:~__ calcareous part,cle5 ~ coarse, ..
ousrtz san~ (CH) SILT ~)
'~ CLAY, gray,sh-brown, very st,fl.' /~- ~ (~<~)
' ~ w/trace of calcareous parhcles ~
m'.~era.~:5;cn ~CH) SILT (~)
s,:t, J ~ ~ ~AYEY SANO
~5-- gr3/, +e',' 5' ~ t3 h9ra. D'.ocky, J SJLTY SA~
sl.~r-tW s:ity j
i~e~therea Shale] (CH) J
[sP-sw)
~AY~ ~VEL
j ,
30 - ' ~ - ~2~ (unweat~rec:
J Tota~ Dectr. = 33 feet ~ L~STO~
{un~eat~e~)
~sJ I
BORING LOG B-1 F;ATE 2 ~:,:~ (~weat~c)
~-C~e) TEST ~ = wat~ ~e a: t~e of ~g.
~ ~ ~ ~ = Svbse~ent wat~ le,~ ~ Cate.
. ~ TEST
KEYS TO SYMBOLS USED ON BORING LOGS PLATE 7
I~OT~ cocSUlT~rrs
GROUP
SOIL PROPERTIES
COHFS[ONLFSS SOILS COHFS[VF SOILS
SPT Pocket
NIValues Relative Penetrometer
(blows/foot) Density (T.S.F.) Consistency
0 - 4 ...................... Very Loose <0.25 .............. Very Soft
4 -I0 ......................... Loose 0.25-0.50 ............Soft
10-30 ...................... Nedi~m Dense 0.50-L00 .............Hedium Stiff
30-50 ....................... Dense 1.00-2.O0 ............... Stiff
50 + ......................... Very Der,se 2.00-4.00 ............. Very Stiff
4.00 + .................. Herd
ROCK PROPERTIES
HARDNF,~,~ RIAGNO,~TIC FFATURF,~
Very Soft .......................... Can be dented with moclerate finger pressure.
Soft ................................. Can be scratched easily ~ith fingernail.
Hoderately Hard ............. Can be scratched easily with knife but not with fingernail
Hard ................................. Can be scratched ~ith knife ~ith some difficulty; can be I:h'oken by light to moderate
hammer blow.
Very Hard ........................ Cannot be scratched ~ith k~',ife; can be broken by repeated heavy hammer blows.
FF'~ OF WF'ATI.-iF~,~ DiAGNOSTiC FFATURFS
Slightly Heathe~ed ..............Slight discoloration i~arct~ from open fractures.
~leathered. ............................ ~scoloretion th,'ouGhout; ~eeker mine~els decomposed; strength sc. aether
than fresh rock; struclCre preserved.
Severely Heathered .......... Host minerals somewhat deco~.c)oses; much softer th,~n fre~ rock; texture becoming
In~sl, inct l~l fa~ic and structure I~'eservect.
Completely Heathere,3 ....... N;nerals ~ecomposeO to so;i; rock fabric and sb'ucture Qestroye~l (residua~ soil).
KEY TO DESCRIPTIVE TERNS ON BORING LOGS PLATE 8
6EOTE~ COI~TANTS
GEOTECHNlCAL INVESTIGATION
COPPELL TECH CENTER II
CRESTSlDE DRIVE AND LAKESHORE DRIVE
COPPELL, TEXAS
Summary of Classification and Index Property Tests
Matdc
Moisture Liquid Plastic Plasticity Soil
Boring Depth Content Limit Limit Index Suction
No. (feet) (%) (%) (%) (PI) (pst').
B-1 1.5 30 19.7 - - - 60,660
4.5 6.0 27.7 67 28 39 10,630
9.0 - 100 16.3 - - - 3,420
14.0 - 15.0 29.9 - - - 3,400
19.0 - 20.0 30.6 .... 5,690
24.0 - 25.0 27.5 .... 4,420
B-2 1.5 - 3.0 17.5 - - - 55,670
3.0 - 4.5 18.0 - - - 58,120
4.5 - 6.0 20.1 - - - 35,510
9.0 - 10.0 26.3 67 29 38 6,400
14.0 - 15.0 27.6 - - - 5,770
19.0 - 20.0 15.7 69 31 38 3,470
24.0 - 25.0 28.0 63 31 32 5,240
B-3 1.5 -3.0 13.2 ..... 161,730
4.5 -6.0 20.6 .... 18,360
9.0 -10.0 25.4 - - - 7,450
14.0 -15.0 22.5 - - - 6,160
19.0 -20.0 28.7 .... 3,110
24.0 - 25.0 29.8 - - - 5,920
29.0 - 30.0 29.7 - - - 3,620
B.-4 1.5 3.0 12.4 .... 272,770
3.0 4.5 14.6 62 22 40 165,960
4.5 6.0 19.1 - - - 56,750
9.0 - 10.0 26.3 - - - 3,800
14.0 - 15.0 25.2 - - - 4,610
19.0 - 20.0 24.6 - - - 3,780
24.0 - 25.0 30.2 - - - 3,830
S-OM'MARY OF I._~BORATORY TEST RES'0LTS 'PEA-'%E-~ .......
GEOTECHNICAL INVESTIGATION
COPPELL TECH CENTER I!
CRESTSIDE DRIVE AND LAKESHORE DRIVE
COPPELL, TEXAS
(Continued)
Summary of Classification and Index Property Tests
Matdc
Moisture Liquid Plastic Plasticity Soil
Bodng Depth Content Limit Limit Index Suction
No. _( fe.e.tJ_ _( o/_~_ _(%) (%) (P I) (PS0
B-5 1.5 3.0 13.1 - - - 172,630
4.5 6.0 14.8 - - - 97,040
9.0 - 10.0 24.9 - - - 6,270
14.0 - 15.0 20.9 60 27 33 5,530
19.0 - 20.0 25.5 - - - 5,960
24.0 - 25.0 23.4 - - - 3,700
29.0 - 30.0 28.0 - - - 3,440
SUMMARY OF LABORATORY TEST RESULTS PLATE 10
Summary of Unconfined Compression Tests
Dry Unconfined
Moisture Unit Compressive
Sample Bodng Depth Content Weight Strength
legend No. (feet) (%) (pcf) (psf)
A B-1 14.0 15.0 29.8 94.2 4830
B B-2 19.0 20.0 29.1 94.9 4450
C B-3 14.0 15.0 24.7 103.7 4470
D B-4 14.0 15.0 24.5 103.1 4500
E B-5 19.0 - 20.0 23.9 103.2 4860
¢' ~,', .I?-.~/ · A
~ ~B
~ ~- ..' ~D
2 +E
·
..- /j/?'
0 1 2 3 4
Strain (%)
SUMMARY OF LABORATORY TEST RESULTS PLATE 11
Absorption Pressure Swell Test "
Project No. 4814 Moisture Content (%) 28.2 31.9
Boring No. B-2 Penetrometer (tsf) 4.5++ 4.0
Depth (ft) 24-25 Dry Unit Weight (pcl) 90.5 89.4
Liquid Umit - Specific Gravity 2.65 2.65
Piasticit7 Index - Void Ratio 0.827 0.849
Cs 0.030 Saturation (%) 90 100
alpha 0.22 Spec. Volume 0.69 0.70
Percent Swell 1.2 Swell Pressure (PSO 1,300 250
· [ ~ 0.978
"'- ; ; . Ii' i J i ' ! ', ~' 0.928 ~
(:1,) · : -,!i- ' ' .0
(.,,0 4 : il-.t I .... n"
- 0.878 >
0 ~ 0.828
100 1000 10000 100000
Restraining Swell Pressure (pst')
0.698
0.692 -
0.69
0.688
28 29 30 31 32 33
Moisture Content (%)
ABSORPTION PRESSURE SWELL TEST PLATE 12
Absorption Pressure Swell Test
Project No. 4814 Moisture Content (%) 25.7 32.3
Boring No. B-4 Peneb'ometer (ts0 3.75 1.25
Depth (ft) 19-20 Dry Unit Weight (PC0 98.0 91.2
Liquid Emit - Specific Gravity 2.76 2.78
Plasticity Index - Void Ratio 0.758 0.888
Cs 0.117 Saturation (%) 93 100
alpha 0.71 Spec. Volume 0.64 0.68
Percent Swell 7.4 Swell Pressure (psf) 3,240 250
" ', I
"-' ~--,I J ' J !- 0.839
'.~
0 · ~ i i · · 0.739
100 1000 10000 100000
Restraining Swell Pressure (ps~
0.7
~ 0.68
> 0.66 --
rd~ 0.64
I
0.§2
24 26 28 30 32 34
Moisture Content (%)
ABSORPTION PRESSURE SWELL TEST PLATE 13
Absorption Pressure Swell Test
Project No. 4814 Moisture Content (%) 22.7 25.9
Boring No. B-5 Penetrometer (tsf) 3,75 3.5
Depth (1~) 14-15 Dry Unit Weight (pc0 104.9 102.0
Liquid Umit - Specific Gravity 2.84 2.84
Plasticity Index - Void Ratio 0.690 0.737
Cs 0.046 Saturation (%) 93 100
alpha 0.52 Spec. Volume 0.60 0.61
Percent Swell 2.8 Swell Pressure (psf) 2,590 250
0.918
- .~1 ! ~i I ~
'----' ' ::' : ~ :: - 0.868 .._...
-- : 'i I I~ , ~, o
Ct) 4 ...... ,-:-? j,' ~
0 · 0.768
100 1000 10000 100000
Restraining Swell Pressure (ps~
0.615
~) 0.61 .....
'~ o.605 ....
o
'~ 0.6 - /- :
0 595
0.59
22 23 24 25 26 27
Moisture Content (%)
ABSORPTION PRESSURE SWELL TEST PLATE 14
Observation and Testing
1. Injection operations will be observed by a full-time representative of Reed
Engineering Group, Inc.
2. Undisturbed soil samples will be obtained continuously throughout the injected
depth, at a rate of one test hole per 10,000 square feet of injected area for
confirmation. Sampling will be performed a minimum of 48 hours after the
completion of the final injection pass.
Project No. 4814/Report No. 1 - 3 - Water Injection Specifications
September 25, 1998 w/Lime-Modified Cap
GUIDELINE SPECIFICATIONS
SOI~L MODIFICATION
LIME AND WATER INJECTION
FOR
COPPELL TECH CENTER li
CRESTS[DE DRIVE AND LAKESHORE DRIVE
COPPELL, TEXAS
Site Preparation
Prior to the start of injection operations, the building pad should be brought to finished subgrade
and staked out to accurately mark the areas to be injected. Allowance should be made for four
to six 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 suffactant and shall
be agitated as necessary to ensure uniformity of mixture.
2. 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.
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.
Equipment
I. The injection vehicle shall be capable of forcing injection pipes into soil with
minimum lateral movement to prevent excessive blowback and loss of slurry around
the injection pipes. The vehicle may be a rubber tire or trac machine suitable for the
purpose intended
2. Slurry pumps shall be capable of pumping at least 3,000 GPH at 100 - 200 pounds
per square inch (psi).
3. Slurry tanks shall have a suitable mechanical agitation system to insure proper mixing
and uniformity of slurD'.
Project No. 4814/Report No. 1 - I - Lime and Water Injection
September 25, 1998 Specifications
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.
2. Adjust injection pressures within the range of 100 - 200 psi at the pump.
3. Mix slurry at the rate of 2-1/2 to 3 pounds lime per gallon of water which will
produce a specific gravity of approximately 1.15 to 1.178 at 68°F (20°C). 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° - 195OF using an appropriate conversion table. The injection contractor shall
provide a hydrometer, Baroid Scale or other suitable method to accurately verif3,
slurry, mixes.
4. Space injections not to exceed five feet on-center each way, and inject a minimum of
five Feet outside building area Inject I0 feet beyond building at entrances.
5. Inject lime slurry to a depth of 10 feet, or impenetrable material, whichever occurs
first. Impenetrable material is the maximum depth to which two injection rods can be
mechanically pushed into the soil using an injection machine having a minimum gross
weight of five tons.
Injections to be made in 12-inch to 18-inch 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 offwithin the first 30
seconds of injection after refusal at each depth interval.
(The 30-second criteria is not the maximum time for each depth interval, but a
minimum time. Additional time may be required to achieve refusal, dependent upon
the contractor's equipment.)
Project No. 4814/Report No. 1 - 2 - Lime and Water Injection
September 25, 1998 Specifications
6. Following completion of all lime injection work specified alone, the entire area shall
" be injected v,4th water and suffactant in the same manner and to the same total depth
as specified for the lime injection.
7. Injections shall be made in approximately 12-inch to 18-inch intervals fi-om the
surface down to the specified depth, injecting to refusal at each interval.
8. Multiple injections will be required. Injections shall be orthogonally offset fi-om
pre,~4ous injections by 2-1/2 feet in each direction. Subsequent injections shall be
such that existing probe holes are not utilized.
9. A minimum of 48 hours shall be allowed between the lime injection and subsequent
water injection pass and between each water injection pass.
10. 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 v,4il not result in additional swelling.
1 I. At the completion of injection operations, the surficial lime shall be mixed into the
top four to six inches of soil and compacted to a minimum of 95 percent of maximum
ASTM D-698 density, at or above optimum moisture.
Observation and Testing
1. Injection operations will be observed by a full-time representative of Reed
Engineering Group, Inc.
2. Undisturbed soil samples w411 be obtained continuously throughout the injected
depth, at a rate of one test hole per 10,000 square feet of building area for
confirmation. Sampling w411 be performed a minimum of 48 hours after the
completion of the last injection pass.
Project No. 4814/Report ~4o. 1 - 3 - Lime and Water Injection
September 25, 1998 Specifications
GUIDELENE SPECIFICATIONS
SOIL MODHqCATION
WATER INJECTION WP'SELF. Cr" FILL CAP
FOR
COPPELL TECH CENTER H
CRESTSIDE DRIVE AND LAKESHORE DRIVE
COPPELI,, TEXAS
Site Preparation
Prior to the start of injection operations, the building pad should be brought to finished
subgrade, minus select fill, and staked out to accurately mark the areas to be injected.
Allowance should be made for four to six inches of swelling that may occur as a result of the
injection process
Materials
1. Thc water shall be potable, with added surfactant, agitated as necessary to ensure
uniformiw of mix-ture.
2. A nonionic surfactant (wetting agent) shall be used according to manufacturer's
recommendations, but in no case shall proportions be less than one part (undiluted)
per 3,500 gallons of water.
Equipment
1. The injection vehicle shall be capable of forcing injection pipes into soil with
minimum lateral movement to prevent excessive blowback and loss of slurry around
the injection pipes. The vehicle may be a rubber tire or trac machine suitable for the
purpose intended.
2. Slurry.' pumps shall be capable of pumping at least 3,000 GPH at 100 - 200 pounds
per square inch (psi).
Application
1. The injection work shall be accomplished after the building pad has been brought to
finished subgrade, minus select fill, and prior to in~tallation of any plumbing, utilities,
ditches or foundations.
2. Adjust injection pressures within the range of 100 - 200 psi at the pump.
Project No. 4814/Report No. I 1 Water Injection Specifications
September 25, 1998 wffSelect" Fill Cap
3. Space injections not to exceed five feet on center each way, and inject a minimum of
five feet outside building area. Inject 10 feet beyond building at entrances.'
4. Inject to a depth of 10 feet or impenetrable material, whichever occurs first.
Impenetrable material is the maximum depth to which two injection rods can be
mechanically pushed into the soil using an injection machine having a minimum gross
weight of five tons.
Injections to be made in 12-inch to 18-inch 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 intel'al to "refusal". Refusal is reached when water is flowing freely at
the surface, either out of pre,~4ous 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, r:o probe shall be cut off within the first
30 seconds of injection at each depth interval.
5. Multiple injections with water and surfactant will be required. The second injection
shall be orthogonally offset from the initial injection by 2-1/2 feet in each direction.
Subsequent injections shall be offset such that existing probe holes are not utilized.
6. A minimum of 48 hours shall be allowed between each injection pass.
7. Injections vdll 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 wa/red by the engineer of record, if in his opinion, additional
injections will not result in additional swelling.
8. At the completion of injection operations, the exposed surface shall be scarified and
recompacted to a density of between 92 and 98 percent of maximum ASTM D-698
density, at or above optimum moisture. A minimum of 12 inches of select fill shall
be placed over the injected subgrade as soon as is practical after completion of
injection operations. Select fill should be placed in maximum loose Lifts of eight
inches and compacted to at least 95 percent of maximum density, ASTM D-698, at a
moisture content between -2 to +3 percentage points of optimum.
Project No. 4814,rReport No. 1 - 2 - Water Injection Specifications
September 25, 1998 w/"Select" Fill Cap
Observation and Testing
1. Injection operations will be observed by a full-time representative of Reed
Engineering Group, Inc.
2. Undisturbed soil samples will be obtained continuously throushout the injected
depth, at a rate of one test hole per 10,000 square feet of injected area for
confirmation. Sampling will be performed a minimum of 48 hours at, er the
completion of the second injection pass.
Project No. 4814/Report No. 1 - 3 - Water Injection Specifications
September 25, 1998 wP'Select" Fill Cap