Sandy Lk Addn 1B-CS 920501 TRI-STAR CONSTRUCTION, INC.
Mr. Ken Griffin
City of Coppell
Per our pre-construction meeting with Larry Davis,
please find enclosed a copy of the Soils Report. This
is for the Sandy Lake Animal Clinic to be built at Samuels
and Sandy Lake Rd.
If you need additional information, please feel free
contact me.
Leo Wehkamp
535 W. PURNELL · SUITE 110 · LEWISVILLE, TEXAS 75057
PHONE: ~214', 221-5558 · FAX: ~214~ 221-4675
PART ! - INTRODUCTION
The proposed Sandy Lake Animal Hospital Building is
located west of Samuel Boulevard, approximately 334.93 feet
north of Sandy Lake Road ( immediately south of the Coppell
Church of Christ Building - 111, Samuel Boulevard ), within an
0.611 acre tract of the S.M. Hiatt Survey Astract No. 638 in
Coppell, Dallas County, Texas. According to available
information, the proposed project will consist of a two (2)
story building with the associated paved parking area and
drives. The site location is shown on Plate 1.
These studies were performed for the purpose of providing
geotechnical engineering data for the design and construction
of this facility. The following specific information was
desired:
1. General subsurface conditions;
2. Foundation Types and Depths;
3. Allowable foundation loading; and
4. Subgrade preparation for support of slab-on-grade.
PART II - FIELD INVESTIGATION
The subsurface soil conditions at this site were defined
by two (2) borings using a truck mounted rotary drill rig with
continuous flight solid stem auger used to advance the borings.
The locations of the borings were staked by our firm based on
PARKLAND ENGINEERING & TESTING, lNG.
available informations, and they are as shown approximately on
Plate 2 in the illustrations of this report.
Undisturbed samples of the subsurface cohesive soils were
obtained using seamless three (3) - inch Shelby Tube samplers.
The consistency of these samples was measured using a hand
penetrometer. The resistance to penetration of a 0.25 - inch
diameter piston penetrating the soil sample 0.25 inches is
recorded on the logs of borings. The maximum capacity of this
device is 4.5 tons/square foot. Non-cohesive or slightly
cohesive soils were sampled, using a standard penetration
sampler. In this method, the sampler is driven into the virgin
materials below the bottom of the hole by a 140-pound hammer
falling 30- inches. Resistance to penetration of the sampler
thereof, is tabulated on the log of boring.
All formations encountered are described on the logs of
borings, Plates 3 and 4. The key on Terms and Classifications
are shown on Plate 5.
Groundwater observations were made immediately and at
approximately 24.0 hours after drilling. The results of these
measurements are noted on the logs of borings. Borings were
backfilled immediately after the groundwater measurements.
PART III - LABORATORY INVESTIGATIONS
The visual classification of the cohesive soils
encountered was verified by Atterberg's Limit Tests. Several
moisture content determinations were made to determine the
91-272 PARKLAND ENGINEERING & TESTING, lNG. Page 2
relationship between those values and the Atterberg's Limits.
The results of these tests are also shown on the logs of
borings, Plates 3 and 4.
Compressive strength of the
cohesive
foundation
materials
was obtained by unconfined compressive strength tests. In this
test, a cylindrical specimen is subjected to axial loading
until failure The results of these tests are shown on the logs
of borings.
PART IV - SITE TOPOGRAPHY AND SURFACE FEATURES
The site was vegetated with grass and weeds, was of
uniform grade and sloped very gently from the east toward the
west. Fills consisting of debris of gravel and concrete were
noticed on the surface. No evidence of existing or pr-existing
structure or paved areas was observed during our field
investigation.
PART V - SITE GEOLOGY
The primary geological formation underlying the proposed
site is mapped as a Fluviatile Terrace Deposit of Quanternary
Period. In general, these rather variable flood plain
desposits consist of gravel, sand, silt and clay. Underlying
this Terrace Deposit is the Eagle Ford Formation which is not
I 91-272 PARKLAND ENGINEERING &TESTING. lNG. Page 3
encountered within this study. Locally, some of the site soils
could be the alluvial deposits associated with the nearby
Denton Creek.
pART VI - GENERALIZED SUBSURFACE CONDITIONS
The subsurface materials encountered in the test borings
can be divided into three (3) major material types:
1. FILL - Extending from the surface to depths of
approximately 1.5 and 1.0 foot in Borings B-1 and B-2
respectively was an existing dark brown sandy clay
fill. This material was moist, medium stiff to
stiff, medium plastic ( measured Plasticity Index of
16 ) and consisted of clayey sand.
2. DARK BROWN / GREYISH BROWN SANDY CLAY - Next
encountered and extending to depths of approximately
12.0 and 11.5 feet in Borings B-1 and B-2
respectively were the strata of dark brown to greyish
brown sandy clay. These materials were moist, very
stiff to hard ( measured Unconfined Compressive
Strengths ranged from 2.6 to 9.5 tons per square foot
), desiccated, medium plastic measured
(
Plasticity
Index of 12 ) and were interbedded with clayey sand
Ilayers.
3. BROWN / YELLOWISH BROWN CLAYEY SAND - Next encountered
and extending to the full penetration depths of both
!
91-272 PARKLA/qD ENGINEERING '& TESTING, IN(3. Page 4
borings was the variably stratum of brown / yellowish
brown clayey sand. This alluvial material was moist
to very moist, soft to medium dense, poorly grade and
contained trace of gravel and silty fine sand.
Standard Penetration Tests conducted for these
materials reflected blow counts from 11 to 13.
Seepage water was encountered at approximately 15.0
and 18.0 feet deep in B-1 and B-2 respectively during
drilling.
The detailed description of all subsurface materials
encountered is shown on the attached logs of borings. Unified
Soil Classification System was used for soil identification.
Groundwater level measurements taken immediately and at
approximately 24.0 hours after 4tilling indicated the
groundwater to be below the caved depths of borings. See logs
of borings for further informations.
~ART VII - ANALYSES OF RESULTS AND RRCOMMENDATIONS
GENERAL
Site grading plans are not available at this time.
Available informations indicated that some cut and fill will be
required to bring the site to design grades. For the purpose
of this study, depths to the foundation materials were based on
existing grades.
I 91-272 PARKLAND ENOINEE~G &TP, STINO, ING. Page 5
~IER AND BEAM FOUNDATION
Based on the results of this study, structural loads may
be transferred to the lower portion of the greyish brown sandy
of a drilled and underreamed pier system.
clay
stratum
by
means
Piers positioned to a depth of approximately 11.0 feet deep
below the existing grade ( without considering any imported
fills ) can be proportioned with an allowable soil pressure of
3,500 pounds per s~uare foot. Pier shaft skin friction shall
be neglected. The ratio of underreamed diameter to shaft
diameter should generally be in the range of two (2) to one
(1), to three (3) to one (1).
Groundwater measurements indicated that intrusion of
groundwater into the un~erreame~ pi.er hole may not occur. A
temporary casing is not required unless conditions change or
unless deeper piers are contemplated. Should piers be
accidentally over-penetrated or if.groundwater constitutes a
problem during construction, we shall be notified and design
parameters shall be reviewed.
Ail pier shafts should contain minimum 0.5 percent steel
reinforcement by cross sectional area over their full length.
GRADE BEAMS
In order to eliminate any damage to the grade beams , they
should be separated from the clayey subgrade by a minimum of a
six (6) inch void. Cardboard cartons are commercially
available for this purpose.
1-272 PARKLAND ENGINEERING '& TESTING, INf;. Page 6
I FTOOR SLAB AND SUBGRADE PRF. PARATION
The existing fill varied in depths and state of compaction
and may have long term settlements. The upper sandy clay
materials are medium plastic and will be subjected to minor
volumetric changes with change in moisture content. Estimates
of Potential Vertical Rise (PVR) using published methods and
based on the existing / assumed conditions and grades result in
the following range of values:
BORING PVR ASSUMED
USED (IN.) CONDITIONS
B-1 <1.0 Existing
B-1 Negligible Existing, cut 1.5 feet and
replace with non-expansive
select fill
B-2 <1.0 Existing
B-2 Negligible Existing, cut 1.0 foot and
replace with non-expansive
select fill
In the above calculations, it was assumed that the
subgrade soils were subjected to -an additional overburden
equivalent to that produced by a four (4) inch thick concrete
slab over (6) inches of sand. It
six
cushion
should
be
mentioned that actual Potential Heave will depend on the
construction season and method, which could alter the soil
moisture conditions.
Based on the results of these studies, it is believed that
changes of environmental conditions due to construction, or
other unforeseen phenomenon could change the soil moisture
conditions, and lightly reinforced floors could experience
moderate post-construction movements if they are constructed
directly on the clayey fill materials. Thus, precautions
91-272 PARKLAND ENGINEERING &iTESTING. ING, Page 7
m A
mshould be taken to prevent excessive heave. It is our opinion
that floating slab-on-grade could perform satisfactorily
mprovided some post-construction movements can be tolerated, and
provided the following steps are taken:
1. Remove all vegetations, inferior materials ( organic
mmatters or over-sized materials ) or debris;
2. Considerations shall be given to removing the upper
portion of the site soils to reduce the potential
mmovements. A stripping depth of minimum 1.0 to 1.5
f~et is deemed appropriate. Proof roll the subgrade to
mexpose any soft area;
m3. the to minimum of six
Scarify
exposed
subgrade
a
depth
(6) inches, adjust the moisture, and recompact to at
m least 95 percent of maximum dry density as obtained by
Standard Compaction Procedure (ASTM D-698). The
m moisture content of this material should range between
moptimum and four (4) percent wet of optimum;
m4. use select inactive fill material for final grading.
Protect the fill from intrusion of surface water after
mconstruction. Selection and compaction criteria
are
outlined below;
!
5. Place four (4) to six (6) inches of select sand cushion
m and a thin polyethelene moisture barrier below the
mproposed slab; and
m
m 9)._272 PARKLAND ENGINEERING & TE~TING, lNG. Page 8
6. Implement the precautionary steps stated in the
following section of our report entitled" Secondary
Design Considerations ".
All fill materials should be inactive select material with
Liquid Limit less than 30 percent and Plasticity Index between
four (4) and 12. All such soils should be placed in no more
than 10 inch per lift and be compacted to not less than 95
percent of the maximum dry density as obtained in the Standard
Compaction Procedure (ASTM D-698), and moisture content in the
range of one (1) percent below to four (4) percent above the
optimum value.
~ART VIII - SECONDARY DESIGN CONSIDERATIONS
The following information has been assimilated after
examination of numerous problems dealing with active soil
throughout the area. It is presented here for your
convenience. If these features are incorporated in the overall
design of the the of the structure will be
project,
performance
improved.
1. Roof drainage should be collected and transmitted to a
storm to a surface where the
drainage
system
or
paved
water can drain away without.entering the soil.
2. Sidewalk 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.
91-272 PARKLAND ENGINEERING & TESTING, ING. Page 9
Paved areas and the general ground surface should be
sloped away from the building on all sides so that
water will always drain away from the structure. Water
should not be allowed to pond near the building after
the slab has been placed.
Backfill for utility lines should be carefully placed
so that they will be stable. If backfill is placed
too dense or too dry, it will swell and a mound will
along the ditch line. If backfill is too loose
form
or too wet, it will settle and a sink will form along
the ditch line. Either case is undesirable, since
several inches of movement is possible and distress
cracks are likely to result. The soils should be
compacted to a density of approximately 90 percent of
the maximum density as obtained in the Standard
Compaction Test (ASTM D-698). Where the utility lines
pass through the parking lots, the top layers should
to the remainder of the lot.
be
treated
similar
pART IX - LIMITATIONS
The above findings and recommendation were derived from a
very limited soil testing program. Should other soil condition
, · be encountered during construction, this office should be
'· notified and additional testing is required.
I
91-272 PARKLAND ENGINEERING & TESTING, lNG. Page 10
! 'LoE o1 BorinE Ho.
PROPOSED ANIMAL HOSPITAL
I SAMUEL BLVD./SANDY LAKE
COPPELL, TEXAS
YPE BORING: Undisturbed Split Spoon LOCATION: See Plan of Borings, Plate 2
m ~ z ~ ~x, zm
S Dark Bro~ Sandy Clay - moist &med. 15~3.5
I stiff to stiff w/clayey sand~ (FILL) 35 16 15 ~4 0 +3.7 [09:
SC-CL ' -
S Dark Bro~ Sandy Clay - moist & 13~4.5+ 1142
S very stiff to hard, 15~4.5+ +1.6 1232
~ desiccated~ 17
CL -
Greyish Bro~ Sandy Clay - moist 16~4.0 +2.6 [162
& stiff~ w/clayey sand~
very
SG-CL -
B Bro~/Yellowish Bro~ Clayey Sand -moist & soft to loose;
seepage & trace of gravel ~15.0'~ 11 15
variably stratified; silty fine L
~'~ ~ sand below 16.0';
~.:~
192
i poorly graded~
~ B BP-SC 24~
* NOTE: -
Seepage water was
encountered ~15.0' deep during
-25- drilling.
I COMPLETION DEPTH: 20.0' * DEPTH TO WATER: Hole Dry(caved to 12' -9")
DATE: 11-08-91 DATE: 11-09-91
PLATE 3
I 91 - 2 7 2 P.~RKLAND ENOINBERING .& TESTINO,
PROPOSED ANIMAL HOSPITAL
SAMUEL BLVD./SANDY ~E
COPPELL, TEXAS
TYPE BORING: Undisturbed, Split Spoon LOCATION: See Plan of Borings, Plate 2
' . ~ STRATA ~E$CRIPTIOH
~~S DarkBro~SandyClay-moist & 15.S2.5 +2.4 119Z
Bro~ ~ Greyish Bro~ Sandy Clay-
S mo~ ~ v~r7 ~e~ff ~o hard~ [226.5+ +9.5 1.28
de~cc~,ed~ -
B 13~ -
w/grey sand seams ~10.0';
S 1424.5+ +3.8 ~lT-
B B3
~ Bro~/Yellow~sh Bro~ Clayey ~and
~ ~ ~ - moist & soft to medium dense ~ 13 6
-!5~ ~ p w/coarse sand~
poorly graded~
~ B variably stratified seepage ~18.0'. 103
'.' ":'." bro~ sand below 18.5' ~ '
~ ~:
* NOTE:
.. Seepage was encountered ~
18.0' deep during drilling.
-25-
COMPLETION DEPTH: 20.0' * DEPTH TO WATER: Hole Dry(caved to 15'-8")
DATE: ~-08-9~ DATE:
g~-272 PLATE
PARK~D ENO~EER~G & TES~O, ~G.
Symbo and Terms Used on Logs
Soil or Rock Typgs end Symbols Sample Types
I ';~'~'"~ ORG&HIC !:!:!:!:!:!:!:! SANDSTONE
'C':~ ' '
.~.~s~.~ .:OF~:::: .;.. ' ' ' ~ ' ' '
;::::i?1 :~f;i;~ ::j~?~;~' SANDY ] [ ~IM~$TONE S N
· :,::~...:,:h: 's:"
_
c,..,. :::;:: c o.o,o.,..,, ..., ,,,, - ..
C~e $~ Avle~ Recovery
Conslstenc~ of Cohesive Soils
DESCRIPTIVE TERM UNCONFINED COMPRESSIVE $TRENGTH (TON/Sa. FOOT)
Vlry ~ft Lets th~n 0.2~
~eft O. 2
Firm 0.S0 - 1.00
~tlff 1.00 - 2.00
Vmy Stiff ~.00 -
Herd More then 4,00
Relotive Density of Coheslonless Soils
lTD, PENETRATION RESISTANCE BLOWS/FOOT DESCRIPTIVE TERM RELATIVE DENSITY
0 - 10
10 - 30 Medium Donee 40 TO 70~
30 - SO
OVER ~ Very Dense 90 TO 100~
Sail Structure
CALCAREOUS Containing depOllfl ;t calcium corbonatel generally nedvlm,
SLICKENSIDEO Having inclined plonel of wloknell that ere click end glossy in appearance.
LAMINATED Composed of thin levers of varying color end texture,
FISSURED Containing shrinkage crocks frequently filled with fine so~ et slit, Usually
mare at les~ vertical,
INTERBEODED Composed of alternate Ioyetl of different coil types,
Physical Properties of Rock Horclness oncl De.~ee of Cementation
VERY SOFT OR PLASTIC Con be remolded in hand: corresponds In consistency up to very stiff In cells,
SOFT Con be scratched with fingernail.
MODERATELY HARD Can bt scratched eellly with knife: Cermet be scratched with flnlemell.
HARD Dilficuh to scratch with knife,
VERY HARD Cannot be scratched with knlle.
POORLY CEMENTED OR FRIABLE Easily crumbled.
CEMENTED Bound together by chon~colly precipitated material eecu. lnI In ~e InterStices
Physical Properties of Rock Degree of Weathering
UNWEATHERED Rock in its natural ~tote before being en~eed to etmoephetlc agents,
S~IOHTLY WEATHERED Noted p~edomlnently by cole~ change with ne disintegrated lanes,
WEATHERED Complete eolof change with ~o~el el slightly deeempeeed reek,
EXTREMELY WEATHERED Complete color change wi~h consistency, le~tv~e, en~ eenerel
e~prooching
i 91.-272 PLAT]~ 5
CONTRACTOR: Tri-SCa~ ~eCruction
EROJECTt Sandy Lake Aniual Hospital
MIX SPKCIFICATIU~ ~OOO
~XCUt~gzC~ ~~ C=330 ....
FIHE AGGREGATE' AST~ C:32 .....
ADHXXT~RE ASTH C-260
Grace AEO _1.5 ~_
~AT~ Cement' ~Li~ .5 235 lbs.
qUOTATION t
~ FRODUCTZON ~ANAGRR
B~et~t ~6nn~ng~on
~B ~OUbU ~,~,a&~&~T~ La2R~VTR2 'Fill( TE~T ~E~UI.T~ F~flM TIIT~ ,IOR,
~L~AU~ b~Nb TU~ ~ggU~T~ TO THB AD~SS
P,O. UOA l'lgb · &l:l. Lr.~ Ir.,v'u .;ux.'*,., - ,,,i,lL,Jp, $,15 8;.OJ] I Oi['II.i.TO h till 1ill
* TRANSACTION REPORT P.91 *
, *
, APR-29-92 NED i5:02 *
.
* DATE START SENDER RX TIME PAGES NOTE .
TEXAS INDU$1R]ES, ]NC,
QUALITY CONTROL DEPT.
AGGREGATE SIEVE ANALYSIS
Date: 'A/PS/9~.. ~T.~, T~.STS Production FIc~11ty= B~DGEPORT
Size J: 57 Grading Designation=
Project: ***** ALL OOB$ ***** Sl~ple Locitton: _
~teve Cumu}attve Cumulative Cumulative Rebutted Spe~ f~at~on
~tze Hr. Retetne~ [ Retained ~_PaS~1ng X Retatned [ Pssstng
2.0~
1,0" 1.32 _
f30
J40
150
t100
I
1OO% of 13,9 ttStS: Site S7 Plantz BRIOGEPORT ~ob: ****~' ALL OOBS *****
QUALITY CONTROL DEPT.
AGSREGATE SIEVE ANALYSIS
D, te: .4 / ~/97.. tAT.L. TgST$ Product t on Fact ! t tyz ~RADI~ _
Size l: _ ~ GraUIng Oeslgnltlon~ ~STH.C-33 FINE AGG,
Pro~ect~ ***** ALL dOO$ ***** Sample Locatlon~
~'(e~e "" ~umulaLive ~-mu 1at 1 ve Cumulative Required'SpecificAtion
Stze Hr. R~t_atned .-- ~ Retplned ~ pAsstng ~.R_eta~ned ~ Passing
!30 40.77 5~.~3 40- 75 Z5- 60
~40 .........
!_50 _ _ .... 7Z~7 ._ Z7.e3 _ . _70 * _ 90 20 -
/ZOO ...... 98,78
Pen ~. _ .... ~.TZ ~lpengss flo~9}us
Tested By:
IOO~ of ~5 tests~ Size 33 Pl~n~ PA~DISE ~ob: ~"~** ALL