Corners Coppell-CS 850520APR - ~ 1986
GEOTE(~-IN I CAL INVESTIGATION
FOR
PROPOSED SANDY LAKE AT MacARTHUR SHOPPING CEN'I'~.~
COPPELL, TEXAS
REPORT NO. B-5-0244
REPORT
to
BEESON-STONE-H IGHLY
DALLAS, TEXAS
by
MAXIM ENGINEERS, INC.
GEOTECHN ICAL/MATERI ALS TESTI NG/CONSULTANTS
DALLAS, TEXAS
l~ay 20, 1985
TABLE OF CONTENTS
Introduction ............................................. 1
Site Location and Project Description ................... 2
Subsurface Soil Description ............................. 2
Analyses and Becommendations ........................... 3-7
APPENDIX
Field and Laboratory Investigations .....................
General Construction Recommendations ...................
Guidelines for Concrete Pavement .... o....... .......... ·.
Joint Cross-Section
Plan of Borings
Log of Borings
Symbols and Terms used on Boring Logs
Unified Soft Classification System
A-1
A-3
GEOTECH~]ICAL INVESTIGATION
FOR
PROPOSED SANDY LAKE AT MacARTHUR SI~.OPPING CENTEE
COPPELL, TEXAS
REPORT NO. ]~-5-0244
INTRODUCTION
This report transmits the findings of the geotechnical investiga-
tion performed at the referenced site. The purpose of this
investigation was to define and evaluate the general subsurface
conditions in the immediate vicinity of the proposed shopping
center. Specifically, the study was planned to determine the
following :.
1. Subsurface stratigraphy within the limits of explor-
atory borings.
2o Classification, strength and compressibility char-
acteristics of the foundation strata.
mg pressures.
4. The Potential Vertical Rise (PVR) of critical soft
strata.
5. Interior floor slab recommendations to accommodate
anticipated Subgrade movements.
6. Construction requirements for the alteration of
existing site conditions.
7. Construction requirements for the placement of
necessary earth embankments or fills.
8. Generalized section recommendations for roadways and
parking area pavements.
9. Other soft related problems which may be revealed by
the investigation.
2
To accomplish the intended purposes, a three phase study program
was conducted which included: a) a field investigation consisting
of 16 exploration test borings with samples obtained at selected
intervals; b) a laboratory testing program designed to evaluate
the expansive and strength characteristics of the subsurface
soils; and c) engineering analyses of the field and test data for
foundation and pavement design recommendations. No additional
analyses were requested or performed. A brief description of the
various field and laboratory tests and their respective results is
included in the Appendix of this report.
II. SITE LOCATION A~D PBOJECT DESCRIPTION
The site is located on the southeast corner of the intersection of
Sandy Lake Road and MacArthur Boulevard in Coppell, Texas. The
site surface is relatively fiat.
The proposed project is currently planned as retail buildings and
a Safeway Store with associated surface parking facilities. The
structural loads were unknown at the time of this investigation,
however, the loads are anticipated to be moderate with the floor
system above surrounding grade.
III.
SUBSURFACE SOIL DESCRIPTION
The surficial soils generally consisted of dark brown, yellowish
brown and gray clays, sandy clays, clayey sands and sands. The
clays exhibited Liquid Limits ranging from 21 to 63 and Plasticity
Indices ranging from $ to 39° These materials
3
are considered
moderately expansive with changes in the moisture regime. The
primary gray shale was encountered at a depth ranging between 14.0
and 25.0 feet below the ground surface.
Groundwater was encountered during the course of this investiga-
tion in most of the test borings. The groundwater elevation can
vary with atmospheric conditions and the drainage capabilities of
the site and should be verified prior to construction that may be
affected by its presence.
IV.
ANALYSES AND RECOMMENDATIONS
The professional services which were performed, the findings
obtained and the recommendations prepared were accomplished in
accordance with currently accepted geotechnical engineering prin-
ciples and practices.
subsurface conditions
encountered in the boreholes.
was chosen in such a manner as
undiscovered
loading, size,
The possibility always exists that the
at the site may vary somewhat from those
The number of borings and spacing
to decrease the possibility of
abnormalities, while considering the nature of
and cost of the project. If there are any unusual
conditions differing from those described herein, Maxim Engineers,
Inc. should be notified to review the effects on the performance
of the designed foundation. The recommendations given in this
report are applicable only for the design of the previously
4
described shopping center to be constructed at this site; they
should not be used for any other purpose. This firm is not
responsible for the conclusions, opinions, or recommendations made
by others based on this information.
Support of Structural Loads
The buflding~s structural loads should be supported by one of
the following foundation systems:
a. Auger excavated, cast-in-place, straight sided reinforced
concrete piers founded at least three (3) feet into the
primary gray shale layer encountered at 14.0 to 25.0 feet
below the ground surface. These piers may be designed
using an allowable end bearing pressure of 18.000 pounds
per square foot, and a skin friction value of 2,200 pounds
per square foot of shaft area in direct contact with the
gray shale below thin,recommended mini?~m~_l~e_netration; or
Auger excavated, cast-in-place underreamed reinforced
concrete piers founded between 10 and 12 feet below the
existing ground surface within the brown, yellowish brown
and gray clay layers. These piers may be designed using
an allowable end bearing pressure of 4,400 pounds per
square foot. Underreamed piers should have a ball shaft
'diameter ratio ranging between 2 and 2.5 to 1.
The pier shafts should contain enough steel reinforcement to
resist tension forces of up to 1,500 pounds per square foot
acting in a vertical direction that may be created by the
swelling of the surficial overburden clays. Foundation piers,
proportioned, designed and placed in accordance with the
recommendations provided in this report will have a factor of
safety in excess of 2.5 against shear type failure. Subsur-
face water conditions indicate that the use of temporary
casing will be required during the installation of some of the
foundation piers.
Floor Slabs
The near surface soils encountered at this site exhibit
plasticity indices ranging between 6 and 39 and should be
considered as moderately active with changes in moisture
regime. The amount of potential differential vertical move-
ment that may occur for the subgrade materials at this site is
estimated to range between 1.25 and 2.50 inches. Any slab-on-
grade system placed on the existing softs when they are in a
dessicated (dry) condition with no soft benefication, should
be expected to sustain up to 2.5 inches of potential vertical
differential movement.
In order to reduce the effect of the vertical movement of the
overburden softs, the placement of two (2.0) to two and one-
half (2.5) feet of select fill placed above existing grade in
accordance with specifications provided in the Appendix of
this report, will reduce the potential vertical differential
soil movement to 0.75 to 1.00 inch. Considerable more move-
ment will occur in areas where surface ponding is allowed to
occur during or after construction. Grade beams should be
separated from the subgrade by a void of not less than six (6)
inches.
In order to be completely immune from future vertical move-
ments due to the heaving of the subgrade at the surface, the
slab would have to be structurally supported and physically
separated from the subgrade by a void of not less than six (6)
inches.
Paving Recommendations
Prior to beginning pavement construction, softs at the natural
ground surface in the proposed parking area should be scari-
fied and grubbed to a depth of at least six (6) inches.
Organic materials and any vegetation should be removed from
the site. The scarified areas along with areas requiring
additional fill should then be recompacted to a minimum of 95
percent of the Standard Proctor Density~ as defined by ASTM D
698 at a moisture content within three (3) percent of the
optimum moisture value.
The following pavement sections are recommended for this
project:
4.00 inches
6.00 inches
Light Duty Parking
Portland Cement Concrete*
(15 foot joint spacing)
Scarified and lqecompacted Subgrade
*See Guidelines for Concrete Parking Areas in the Appendix of
this report.
Areas of Channelized Traffic
6.00 inches Portland Cement Concrete* (15 foot joint spacing)
6.00 inches Scarified and Recompacted Subgrade
The light duty pavement is designed for 200 to 300 vehicles
per day, five (5) to seven (7) of which may be heavy
commercial trucks. The channelized heavy traffic pavement is
designed to sustain 300 to 500 vehicles per day including
eight (8) to ten (10) heavy commercial vehicles.
*See Guidelines for Concrete Parking Areas in the Appendix of
this report.
FIELD AND LABORATORY INVESTIGATIONS
PROPOSED SANDY LAKE AT MacARTHUR SHOPPING CENTER
COPPELL, TEXAS
· REPORT NO. B-5-0244
Field InvestiEatlon
Soft conditions at the project site were determined by 16 inter-
mittent sample borings which were advanced during May, 1985.
The locations of these borings are shown on the sheet entitled
"Plan Of' Borings" of this report, Descriptions of the various
strata encountered in each of the borings and the depths at which
samples were obtained are presented on the individual "Log of
Borings'%
_: ~Undis.turbed.._speckne_ns of coh?_?!ve s0fl_s were obt_,a~n.~e~_with thin-
walled Shelby tube samplers (ASTM D 1587). The soil specimens
were extruded from the tube in the field, logged, sealed and pack-
aged to maintain "in situ" conditions.
Disturbed samples of the hard cohesive materials, were obtained
utilizing a two (2) inch O.D. split-spoon sampler in conjunction
with the Standard Penetration Test (ASTM D 1586). This test
employs a 140 pound hammer that drops a free fall vertical
A-2
distance of 30 inches, driving the split-spoon sampler into the
material. The number of blows required for 18 inches of penetra-
tion is recorded and the value for the last 12 inches, or the
penetration obtained from 100 blows, is reported as the Standard
Penetration Value (N) at the appropriate depth on the attached
"Log of Borings%
II.
Laboratory Soils Tests
Laboratory soil tests were performed on samples recovered from the
borings to verify visual classification and determine the perti-
nent engineering properties of the soils encountered.
Atterberg Limits, Moisture Content, Unit Dry Weight and Percent
Passing a No. 200 U.S. Sieve tests were performed on representa-
tive samples in order to classify them according to the Unified
Soft Classification System.
Unconfined Compressive Strength tests were performed on selected
undisturbed soil samples to determine the ultimate unconfined
compressive strength of the different subsurface strata encoun-
tered. The results of all the laboratory and field tests are
tabulated on the "Log of Borings" presented in the Appendix.
GENERAL CONSTRUCTION RECOMMENDATIONS
PROPOSED SANDY LAKE AT MacARTHUR SHOPPING CENTER
COPPELL, TEXAS
' REPOlqT NO. B-5-0244
Site Preparation
Prior to placing any fill material, all existing surface vegeta-
tion should be removed. Ail exposed surfaces should then be scar-
ified, watered as required and recompacted to a minimum of 95 per-
cent of the maximum dry density as defined by ASTM D 698 (Standard
Proctor Test) at a moisture content within three (3) percent of
optimum moisture value. The site may then be filled to grade
using a suitable fill material, free from deleterious matter.
Fill materials should be placed in six (6) to eight (8) inch loose
lifts at moisture contents within three (3) percent of the optimum
¥~k~,~nd~q_h lift r~mpacted to between 93 and 100 percent of the
maximum dry density as defined in ASTM D 698. Each lift should be
inspected and approved by a qualified engineering technician,
supervised by a Geotechnical Engineer before another lift is
added.
II.
Select Fill
"Select Fiil" as referred to in the main body of the report should
consist of clayey sands free of organic materials and having a
Plasticity Index between four (4) and fifteen (15), and a Liquid
Limit of 40 or less. Placement and compaction of the select fill
should be performed in accordance with the above mentioned "Site
Preparation" section.
III.
Surface Stabilization
It should be noted that the near surface softs will lose strength
with an increase in moisture content. Such materials, if wet, are
subject to "pumping" when being compacted in areas such as parking
lots, streets and under floor slabs. If required, pumping can
often be counteracted with the addition of hydrated lime. Suffi-
cient hydrated lime should be added to the in-place soft in order
to reduce the Plasticity Index to less than 15.
IV.
Foundation System
Normal construction procedures for this area of Texas should be
employed in the installation of drilled, cast-in-place, under-
reamed and straight shaft foundations. Concrete and reinforcing
steel should be placed immediately after the excavation has been
completed and inspected by a Soils Engineer to assure compliance
with design assumptions and to verify: A) the bearing stratum;
B) the minimum penetration; C) the removal of all smear zones and
cuttings; and D) that groundwater seepage is correctly handled.
In no event should an excavation be allowed to remain open for
more than eight (8) hours. All concrete placed in excavations in
excess of ten (10) feet in depth should be properly tremied to
prevent separation of the aggregates.
Based on borehole informa-
tion, it appears that temporary casing will be required to avoid
sloughing of the upper soils and seepage infiltration in the area
of the proposed excavations.
Secondary Design Considerations
The following information has been
of numerous problems dealing with
assimilated after examination
similar soft throughout the
area. It is presented here for your convenience. If these
features are incorporated in the overall design of the project,
the performance of the structure will be improved.
Ae
Roof drainage should be collected by a system of gutters and
downspouts and transmitted by a pipe to a storm drainage
system or to a paved surface where the water can drain away
without entering the soil.
The sidewalks should not be structurally connected to the
building. They should be sloped away from the building so
that water will be drained away from the structure.
Special consideration should be given to completion items out-
side the building area such as stairs, walkways, signs, etc.
They should be adequately designed to sustain the potential
vertical movements mentioned in the main body of the report.
D. Parking lots,
A-6
streets and surface drainage should be sloped
away from the buildings on all sides. Water should not be
allowed to pond near the buildings after the slab has been
placed o
Backfill for utility lines should be carefully placed so that
they will be stable. If the backfill is too dense or too dry,
swelling may form a wound along the ditch line. If the back-
fill is too loose or too wet, settlement may form a sink along
the ditch line. Either case is undesirable since several
inches of movement is possible and floor cracks are likely to
result. The soils should be processed using the previously
discussed compaction criteria. Where the utility lines pass
through the parking lot, the top 6 inches should be compacted
similarly to the remainder of the lot.
Fo
The floor slab placed at or below existing grades should be
provided with a moisture barrier in order to prevent wet
spots.
A-?
GUIDELINES FOR CONCRETE PAVEMENT
PROPOSED SANDY LAKE AT MacARTHUE SHOPPING CENTER
COPPt~LL. TEXAS
REPORT NO. B-5-0244
CHARACTERISTICS OF CONCRETE:
1o An concrete should have a specified 28-day compressive
strength of 3.000 psi. Concrete should be manufactured and
delivered in accordance with ASTM C 94; Standard Specification
for ready mixed concrete.
2. Four (4) to six (6) percent air should be entrained in the
concrete o
3° The maximum coarse aggregate size should not be greater than
one-fourth the slab depth.
4o Maximum slump should be four (4) inches + one (I) inch.
II.
SUBGEADE PBEPARATION:
1. Prior to beginning paving operations, all vegetation should be
removed to a depth of at least six (6) inches.
The exposed surface should then be scarified and recompacted.
to a minimum of 95 percent of the maximum dry density as
determined by ASTM D 698 (Standard Proctor Test) at a moisture
content within three (3) percent of the optimum moisture
value.
In the event that additional fill is necessary to bring the
parking area to grade, it should be placed in 6 to 8 inch
loose lifts and compacted to a minimum of 95 percent of the
maximum dry density as determined by ASTM D 698 (Standard
Proctor Test) at a moisture content within three (3) percent
of the optimum moisture value.
The subgrade should be in a moist condition at the time con-
crete is deposited thereon.
Using coarse sand (sand cushion) as a leveling material is not
recommended. Surface runoff water may be piped through the
coarse material and adversely affect the underlying subgrade.
IIio JOINTS:
1o R~ecommended joint ~pacings are~ provided in the "Pavement
Recommendations'~ section of this report.
w
Control joints or contraction joints should be formed by one
of the following methods: sawed, hand-formed or formed by
premolded filler. Joint depth should be equal to 1/4 of the
slab thickness. Hand-formed joints should have a maximum edge
radius of I/4 inch. Sawing of joints should begin as soon as
the concrete has hardened sufficiently to permit sawing with-
out excessive ravelling. All joints should be completed
before uncontrolled shrinkage cracking occurs. Joints should
A-9
be continuous across the slab unless interrupted by full-depth
premolded joint filler, and should extend completely through
the curb. Joint openings wider than 1/4 inch should be
cleaned and sealed before opening parking area to traffic.
Expansion joints or isolation joints should
fixed objects abutting or within the paved area.
contain premolded joint filler for the full depth
and should be sealed prior to opening to traffic.
be used to isolate
They should
of the slab
4. Utilization of an integral curb is recommended.
Ioolatic~ Joint
\ E. xpansion Material
~JOZNT CBOSS-sECrz(~
Sawed Joint
/Pre~r~lded Fill.r Joint ·
· Flush with Surface
- use only w~ere ~heel loads
will ~ the joint
Stricture
Note: All joints ~houl4 ~e cleaned and sealed
prior to ope~ to traffic.
Proposed Sandy ~ at ~carthur ~oppin~ ~nter ~ppeil, Texas
,. STRATUM DESCRI~ION it g~ ~ ~z
- Z3
- 2] [00 ~9 25 24~
5-
-- 26 93 1,860
20-
- 2~ 102 3,780
- 26.0~ (~) 23 101 37 17 20 2,320
26.0' 5-H-85I ~coun~e;ed a~ 25.0'
Maxim Engineer.
Log of Boring i~u.~.~_2 ~.~o~ see Pla~
Proposed Sand7 ~ke at M~rthur Shopping ~nter Coppellz Texas
i ii~ li~ STRATUM DESCRIPTION
-I 13 111 30 14 16
D~ BRO~ S~Y ~Y
_ with yellowish bro~ seams
-I
~0-
~ 24 99 3,250
'-
20- 20.0 ' (CL)
- ~ ~i 21.0' Y~WISH BRO~ CMYEY S~D
a _
25-
~mp~tion ~pth Date Water Obviations
2[.0~ ~-[[-8~ ~coun~eTe~ a~ 20.0~
Log of Boring N~mb~_3 Loca~ See ~lan o£
Prelect
,mi,oosed S, mdv ~ke at H~Cnrthur Shoppinl Center Coppell, T~as
~ STRATUM DESCRIPTION
- ~ g~ BgO~ S~ ~
~~ 2.5' (CL)
12 11~ 2~ 14 10
~ ~ G~ and ~S~ BRO~ S~ ~Y
~ 6.0~ (~)
-I
~s- ~5.0' (~)
_1~ ~ H: 2s ~5 ~0 2,~00
_ YELLOWISH BRO~ S~Y C~Y
Z0- ~ 20.0' (CL)
- ~:~:~::~:~ 21.0' YELLOWISH BRO~ S~ (SP) 19 21
25-
21.0' 5-10-85 Enconntered at 20.0'; stood at 6'-8" at completion.
Maxim Englfteerl
Log of Boring iN,~_4 Loc.tio~ See Plan of Borinss
I- Proposed Sandy Lake at Macarthur Shopping Center Coppell, Texas
I []nknoT,,m E · 3 ~ ~ c .
:~ ~ ~ STRATUM DESCRIPTION . 5~ ~ ~ .~ ~
~ ~.0' (sc~ ~o
5-
~ D~ G~Y ~Y
with calcareous n~dules 10{ 58 25 33
27
~0-
-I
- 25 95 2,630
~l~' ~ 16.0' (CH) 18 104 46 18 28 4,420
~ YEL~SH BRO~ C~Y
20- ~ 20.0' (~)
YELLO~SH BRO~ S~D
2~.0~ (SP)
25- G~Y S~LE
CONTI~ED ON NE~ PAGE
Maxim Englneea
Proposed Sandy Lake at ~car~hur Shovvin~ Center 'oppe~], T~
X 30.5'
m
I I
30.5' 5-10-85 Encountered at 20.0'; stood at 7'-3" a: completion.
Log of Boring )"u"~ 5 I
- See Plan of Borings
Proposed Sandy Lake at Hacarthur ~hopping Center Coppell,
-- 11 121
:~..:. D~ I~SH BR~ ~ S~
- 6.o'
~5- ~ 15.o' (CL)
- ~ 16 11~ 33 15 18 ~750
~ ~ ~o~ s~
~.'.. w~h calcareou~ nodule8
20- ~ 20.0~ (eL)
- 21.0~ YELLO~IS~ BRO~ S~
25-
I
~mp~lion ~h Date water O~tions
2[.0' 5-[0-85 ~ncounteced a~ 20.0~; sLood a~ 7'-8' a~ comp[e~on.
Maxim Englneem
bog of Boring i~_6 ~,io~ See P~an of Borings
Pro )oscd Sandy Lake at Hacarthur Shoppin~ Center Coppellt Texas
~ ~ , Inta~ittent Sampling
i~ STRATUM DESCRIPTION at* 35 [~ ~s ~i'
~ D~ BRO~ S~Y C~Y
5-~ 6.0'
10- ~ 10.0'
- ~ 26 97 55 20 35
D~ BRO~ ~Y
D~ YELLOWISH B~0~q SA2qD7 C~.Y
- 2~.0' (SP)
~ G~Y S~E
Mgxim Engineer.
of Boring l"""~_6 ~'~"~
coat See Plan of Borings
Proposed Sandy L~ke at Hacarthur Shopping Center Coppell, Texas
Intermittent Samplin~
Unkno~m
STRATUM DESCRIPTION
GEA¥ SHALE
Completion Depth Date Water ObseWation$
30,5' 5-]0-85 Eacount:ered at 20.0'; ~tood al: 7'-6" at: comp]et:ion.
Log of Boring i~"~' I
B-7 See Plan of Bo=in~s
Proposed SAnd~ Lake at Hacarthur Shopping Center ~ppe11~ Texas
~ STRATUM DESCRIPTION 3 =~ ~
].0~
15 119
~ G~ and D~ Y~IS~ BRO~ ~
__ w~th caleareou~ nodule~
6.0' (CL)
~ D~ G~Y C~Y
10~
10.5'
(c~)
-- ~ D~K BROWN C~Y
15- 15.0' (C~)
-I"~ 23 ~ 2,~s0
_ YELLOWISH BRO~ S~Y
20- 20.0' (CL)
_ YELLOWISH BRG~ S~D
2..0' (SP)
25-
CONTII~ED ON NEXT PAGE
I
M.xlm Englneer~
i
I~ob of Boring I""m"~-~ ~o.~1"~'"°" Se~ ~-_,, o~ ~o~inss
Proposed Sandy Lake at ~car~hur Shopping Center Coppell. Texas
i l J! STRATUM DESCRIPTION , i~ i ~ ~
G~Y S~E
~ 30.5'
30.5' 5-10-85 . Encountered at 20.G'; stood at 8'-tJ' ar completion.
- See Plan of Borings
Proposed Sandy Lake at Macarthur Shopping Center Coppell, Texas Type
~ STRATUM DESCRIPTION
~ ~ BRO~ ~Y
2.0' with calcareous nodules
D~ BRO~ S~Y CMY
G~Y and YELLOWISH BRO~
21 LO7 2,760
S~Y
~Y
G~Y and YELLOWISH BRO~
20- ~ C~YEY S~
~ [ 20.5' (sc)
~5}~ 21.0' YELLO~SH BRO~ S~ (SP) 22 48
25-
21.0' 5-9-85 Encountered at 19.0': stood at 10.0' at commlet~on.
Log of Boring
I B-9 See Plan of Borings
Proposed Sandy Lake at Macarthur Shopping Center Coppell, Texas
~ - ~ ~ ~ ~ uE~
~ I~{~ STRATUM DESCRIPTION o .
.{,~' 1.0' (FILL) (CL) 18 104 42 21 21
BRO~ and D~K Y~LOWISH BRO~
S~Y ~Y
6.0' (CL)
D~ BRO~ C~Y
24 I 47 18 29
13.0' (CL)
G~Y and YELLOWISH BRO~ CLAY
19.0'
<CL>
G~Y and YELLOWISH BRO~ S~Y 16 110 { 3,960
CLAY with calcareous nodules
26.0' (CL) 20 109 1,480
26.0~ 5-9-85 EncounLe~e~ a~
Maxim Englneer~
· Log of Boring ~u<
" ' I ---10 See Plan of Borings
Proposed Sandy Lake at Nacarthur Shopping Center Coppe11, Texas
Intermittent Sampling
~ [~[~ STRATUM DESCRIPTION
~ D~ S~O~ S~ C[A~
~ ~ ~ ].0' (~[~) (CL)
~"~'~ D~ C~Y S~ ~ 20 ~0[ 33 ~6 ~7 2,460
5.0' (~)
16 108 31 1~ 17
G~Y and YELLO~IS~ BRO~ S~Y CLAY
10 '~'
18.0' (CL)
G~Y and YELLOWISH BRO~ S~LEY
20.0~ (CL)
21.0' G~Y S~ (SP) 23 96 1,050
21.0' 5-9-85 Encountered at 20.0~
B-Il See Plan of ~orings
Pro )osed Sandy Lake at Macarthur Shoppin~ Center Coppell~ Texas
~i Intermittent Samolins
il Il! STRATUM DESCRIPTION
D~ BRO~ S~Y C~Y 14 I10 33 17 16 5,970
3.0' (CL)
D~ YELLOWISH BRO~ ~AY
with calcareous nodules
7.0' (~)
- :;':~7~ D~ ~LLO~SH BRO~ S~
~>::::: with gravel
~?:.>:.: 10.5' (SP) 23 63 24 39
2~ ~5.5'
_ G~Y S~E
20-
- i1' ~1.0'
I
~mpletio~ ~th Date Water Ob~rvations
21.0' 5-9-85 Encountered at 10.5'; stood at ]0.0' at completion.
'/.o.g of Boring
B-Il See Plan of Borings
LocatiOn1
Proposed Sand7 Lake at l~acarthur Shoppin~ Center Coppell~ Texas
.~ TyI~ Intermittent Sampling !i
~.~ STRATUM DESCRIPTION ~ ..==.
~ D~ BRO~ S~Y C~Y 14 118 26 14 12
5- 5.0*
~I ~ D~ G~Y and YELLOWISH BRO~
-I C~ S~ 16 116
~ 19.o~ (sc)
~.-I 21.0' G~Y__S~Y ~AY (CL} 17 114 3,540
25-
~ I
Completion ~pth Date Wa~r Ob~rvations
21.0' 5--13--85 Encountered at 15.0'; stood at 7'-6' at completion.
Maxim Englrteerl
'l__Oll of Boring I fi-lqI See Plan of Borinl~s
Proposed Sandy Lake at Macarthur Shoppint Center Coppell, Texas
lln~n~
i! {I[ STRATUM DESCRIPTION
D~ G~Y CLAY
~ G~Y and Y~LO~IS~ BRO~
23.0' (CL)
CO~TI~ED ON NEXT P~GE
Maxim Engineers
Log of Boring ,u~,
B-13 con See Plan of Borings
Proposed Sandy Lake at Macarthur Shopping Center Coppell, Texas
~ Intermittent Sam~lin~ · ~ -- ~ ~ §.~
i~ STRATUM DESCRIPTION
GRAY SHALE
Completion Depth Date Water Observstion$
30.0' 5-11-85 Encountered at 15.0'; stood at 10.0' at completion.
~roposecl Sand7 'lake at Macarthur Shopping Center Coppell, Texas
Intermittent Sampling
__ BROI~I SA_,~ 5 11
-- with gravel
?'..'::.;:::{~ 2.5 ' (,~p~
DARK BROI~I SANDY C'l~¥
10
I~'..~'~ GRAY and YELLOWISIt BROWN SARDY CLAY
10- 10.0' (CL)
- BROWN and GRAY SHALEY CLAY
14.0' (CH)
GRAY SHALE
5O
20 ~ 19.5'
25--
19.5' 5-13-85 None encountered
Maxim Englneer~
I B-15 See Plafi of Broinss
Proposed Sandy I~ke at Macarthur Shoppin~ Center Coppell, Texas
~ Continuous Samplin~ ~ ~ ! ~i
-- D~ BRO~ ~Y 20 103 43 22 21 3,710
-- with calcareous nodules
5- 5.0' (~)
20-
25-
I I
Completion ~pth Date Wa~r Ob~rvations
Maxim Englrieer~
.'~ of Boring ~-~6 See Plan ofl~orin~s
Pro)osed Sandy Lake at Hacarthur Shoppin~ Center Coppell, Texas
.Continuous Samvling ~ ~ = ~ ~ c
& ~ ~ STRATUM DESCRIPTION ~ ~= ~ " ~ ~ ~5
~ ~ [~ H5 35 ]6 ~9 ]0~000
- ~ D~ SEO~ C~
5- 5.0' (~)
10-
15-
20-
25-
Completion ~pth 5- ] [--sD~te Water Ob~rvations ~ I ~
5,0~ ~o~e encountered
Maxim Engln~