Fountain Park 1-SY 930831reed engineerin, g
PRO~TECT NO. 1132.4
AUGUBTv 1993
GEOTECHNIC~tL II~ESTIG~TION
FOUNTAZN P~RK i~DDITZON
B~TDY L~I~E RO~D ~T BUG~BERRY DRIVE
COPPELL, TEXt8
Presented To:
~TTHER8 INVESTMENT8 BOUTHREBT, INC.
D~tLL~B~ TEX~B
GEOTECHNICAL CONSULTANTS .
reed engineering
GEOTECHNICAL CONSULTANTS
August 24, 1993
Project No. 1132.4
Matthews Investments Southwest, Inc.
5220 Spring Valley, Suite 500
Dallas, Texas 75240
ATTN: Mr. Tim House
GEOTECHNICI~ ZNVEBTIGATION
FOUI~TAIN PI%RK I~DITZON
SANDY LI~E ROI%D ~T 8U~i~RBERRY DRIVE
COPPELL~ TEI~
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,
INC.
Ronald F. Reed, P.E.
MK/RFR/aap
copies submitted: (4)
2424 STUTZ DRIVE · SUITE 400 · DALLAS, TEXAS 75235 · 214/350-5600 · (FAX) 214/350-0019
reed engineerin, g
TABLE OP CON~EI~S
PAGE
INTRODUCTION ........................................... 1
Project Description ...............................
Authorization ..................................... 1
Purpose and Scope ................................. 1
FXELD AND LABORATORY XNVESTXGATXONS .................... 2
General ........................................... 2
Field Investigation ............................... 2
Laboratory Testlnq ................................ 3
GENERAL SITE CONDITIONS ................................ 4
Physiography ...................................... 4
Geolog~ ........................................... 5
Stratigraphy ...................................... 5
Soil Properties ................................... 6
Ground Water ...................................... 6
Potential Vertical Movements ...................... 7
ANALYSIS AND RECOMMENDATIONS ........................... 7
Foundation Design ................................. 7
Earthwork ........................................ 11
Erodibility ...................................... 11
Construction Observation ......................... 12
ILLUSTRATIONS
PLATE
PLaN OF BORINGS ........................................ 1
BORING LOGS ........................................... 2-14
KEYS TO TERM8 AND SYMBOLS USED ....................... 15&16
LABORATORY TEST RESULTS ............................... 17
ABSORPTION PRESSURE-SWELL TEST RESULTS ................ 18&19
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T~BLE OF CONTENTB
{ Cont ~nue4 )
CONBTRUCT~ON~
PERFOIt~CE
~PPEND~
LANDSCAPING AND MAINTENANCE FOR OPTIMUM
OF BL~B-ON-GP~DE FOUNDATIONB .............. 1
BPECIFICATION~
PAGE
EARTHWORK 8PECIFICATIONS ............................... 1
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GEOTECHNICAL CONSULTANTS .
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INTRODUCTION
Project Description
This report presents the results of a geotechnical
investigation performed for the proposed Fountain Park Addition
Subdivision to be located west of MacArthur Boulevard and north
of Sandy Lake Road in Coppell, Texas. The project consists of
30 lots on an approximate 8.3-acre tract located west of the
existing lake, and an unidentified number of lots on an
approximate 3.S-acre tract located on the east side of the
lake. The project will be developed for single-family
residences. The general layout of the subdivision is shown on
the Plan of Borings, Plate 1 of the report Illustrations.
Authorization
This investigation was authorized by Mr. Tim House of Matthews
Investments Southwest, Inc. in June, 1993.
Purpose and Scope
The purpose of this investigation has been to:
1. evaluate general subsurface and ground water
conditions;
2. provide foundation recommendations to include
bearing, depth, constructibility, and magnitude of
anticipated movement;
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GEOTECHNICAL CONSULTANTS -
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address special design considerations to reduce the
probability of movements to the residences due to
expansive soils; and
provide general earthwork and testing
recommendations, to include the required 79G
specifications.
This investigation has included drilling sample
performing laboratory testing, engineering and
analyses, and preparation of the geotechnical report.
borings,
geologic
FIELD AND LABORATORY INVE8TIGATIONS
General
The field and laboratory investigations have been conducted in
accordance with standards and procedures set forth in the 1993
Annual Book of ASTM Standards, Volume 04.08, "Soil and Rock;
Dimension Stone; Geosynthetics". This volume should be
consulted for information on specific test procedures·
Field Investigation
Subsurface conditions were evaluated by 13 sample borings
drilled to depths of 15 to 25 feet at the locations shown on
Plate i of the report Illus2ratlons. Borings were spaced on
approximate 200-foot centers in accordance with HOW and HBW
standards.
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['"" GEOTECHNICAL CONSULTANTS
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The borings were advanced between sampling intervals by means
of a truck-mounted drilling rig equipped with continuous flight
augers. Undisturbed samples of cohesive soils were obtained
with three-inch diameter, thin-walled Shelby tube samplers
(ASTM D-1587). Cohesionless soils were sampled with two-inch
diameter split-spoon samplers in conjunction with the Standard
Penetration test. Delayed water level observations were made
in the open bore holes to evaluate ground water conditions,
after which the borings were backfilled to the surface.
Results of these observations are presented on the boring logs.
Ail samples were extracted from the sampling devices in the
field, logged and wrapped in polyethylene plastic to limit
changes in moisture content and to preserve in-situ physical
properties. The samples were then placed in core boxes for
transport to the laboratory. Sample depth, description of
materials, and soil classification [Unified Soil Classification
System (USCS), ASTM D-2488] are presented on the Boring Logs,
Plates 2 through 14. Keys to terms and symbols used on the
logs are included as Plates 15 and 16.
Laboratory Testing
Upon return to the laboratory, the samples were logged in
accordance with USCS. The consistency of cohesive soils was
evaluated by means of a pocket penetrometer. Results of the
pocket penetrometer readings are presented on the boring logs.
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; GEOTECHNICAL CONSULTANTS ·
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Laboratory tests were performed to evaluate index properties,
and confirm visual classification of selected samples. Tests
included Atterberg Limits (ASTM D-4318), moisture content (ASTM
D-2216), and partial gradation (ASTM D-1140) determinations.
Selected samples were also subjected to determination of their
total suction potential by use of the filter paper method. The
results of these tests are summarized on Plate 17. The
expansive characteristics of the upper soils were evaluated by
means of the absorption pressure-swell test. Results of the
swell tests are presented graphically on Plates 18 and 19.
GENF, It~L SITE CONDITION8
Physiography
The site is bounded on the north and east sides by a man-made
lake. Seven of the lots in Block C border the lake, with a
stone wall containing the lake along the back side of the lots.
The site slopes to the north with approximately 20 feet of
difference in elevation (3.3% slope) between the southern
boundary of the site and the lake at the northern boundary.
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~" GEOTECHNICAL CONSULTANTS ,
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Geolo~
The site is located within terraced alluvial soils overlying
the Cretaceous Eagle Ford Formation. The terraced alluvials
are associated with Quaternary deposition in the floodplain of
the Elm Fork Trinity River and its tributaries in the geologic
past, particularly Denton Creek. In its unweathered state, the
Eagle Ford Formation typically consists of a dark gray, soft
clay shale. The alluvial soils vary, both vertically and
laterally, as seen on the Boring Logs, Plates 2 through 14.
Stratigraphy
Subsurface conditions consist
overlying slightly weathered
of terraced alluvial soils
to unweathered shale. The
alluvial soils consist of sandy clays of low to moderate
plasticity, interbedded with sands, gravelly sand, and clayey
sand lenses. The stratigraphy or profile varies significantly
both laterally and vertically. The upper soils are typically
brown to yellowish-brown in color, and range in density from
loose to very dense. In some locations, the sand grades to a
gravelly sand or sandy gravel overlying unweathered shale. The
vertical and lateral distribution of the sand and gravel layers
will vary according to the depositional history of the site.
The top of unweathered shale was encountered below depths of 13
to 23 feet. The shale is dark gray in color and soft in
consistency (rock classification). Ail borings were terminated
within the unweathered shale.
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GEOTECHNICAL CONSULTANTS '
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8oil Properties
The alluvial sands and gravels, as well as the unweathered
shale, are inert from an expansive soils perspective.
Shrink/swell characteristics of the upper sandy clays are
expected to control movement at this site. The sandy clays are
of low to moderate plasticity with measured Plasticity Indices
(PI's) of 13 to 28. These soils are relatively hard and dry
near the surface, becoming moist below depths of five to eight
feet. Moisture below these depths is attributed to the
presence of a shallow ground water system.
Groun4 Water
Based on post-drilling water level observations, ground water
was present at depths of 6 to 12 feet in June and July, 1993.
The ground water is perched above the relatively impermeable
unweathered shale in the overlying alluvial sands and gravels.
The depth to ground water will fluctuate with variations in
seasonal and yearly rainfall.
The ground water gradient is anticipated to be to the east,
toward Denton Creek and the Elm Fork Trinity River. Shallow
perched systems may also develop within the sandier soils
overlying the less permeable shale.
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GEOTECHNICAL CONSULTANTS
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Potenti&l Vertic&l Movements
Potential Vertical Movements (PVM) were evaluated using the
Texas Highway Department's Method Tex 124-E. Based on the PVM
calculations and our past experience, potential movements under
current overburden and dry soil conditions are estimated to be
up to one inch, dependent upon location. The potential for
settlement of the surficial sands, where encountered, is
estimated to be on the order of 1/2 inch.
ANALYSIS AND RECOMMENDATIONS
Foun4&tion Design
Foundations for the proposed residences may be designed as
conventionally reinforced or post-tensioned slabs-on-grade.
Studies were made of the potential vertical movement of the
ground supporting the slab foundations. Assumptions were made
that effective drainage is provided around the slab, and that
leaks in plumbing lines will not occur. As discussed in prior
paragraphs, estimated potential movements are estimated to be
approximately 1-1/2 inches.
The ground should be sloped away from the residences so that
positive and rapid drainage is provided. If water is allowed
to pond near the residences (either from leaks in utility
lines, poor drainage, or percolation of water in landscaped
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GEOTECHNICAL CONSULTANTS
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areas), then differential movements may occur as a result of
localized soil saturation in the more active soils. Additional
recommendations to enhance the performance of slab foundation
systems are provided in the Appendix.
Foundations should be designed to resist differential "center"
lift and "edge" lift movements. Estimated center lift and edge
lift design movements using the Post-Tensioned Institute (PTI)
design are presented in Table 1. These design values are based
on the assumption that normal moisture changes occur and that
the ground adjacent to the residences is properly maintained.
Movement
Mode
TABLE 1
PTI DESIGN MOVEMENTS
Edge Moisture
Variation Distance
(em) (feet)
Center Lift 5.5 1.5
Edge Lift 4.0 0.5
Differential
Soil Movement
/2Zm) (inches~
It should be noted that these design values are not the maximum
differential movements that could occur. Differential ground
movements of greater magnitude could occur if unusually high
moisture variations are allowed such as full soil saturation
due to ponding water conditions or extreme soil desiccation
during summer droughts.
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GEOTECHNICAL CONSULTANTS
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If conventionally reinforced slabs are used, it is recommended
that they be designed to conform to the current requirements of
the American Concrete Institute (ACI) "Building Code
Requirements for Reinforced Concrete", ACI 318. If post-
tensioned slabs are used, it is recommended that they conform
to the requirements of the PTI Design Manual, "Post-Tensioned
Slabs-on-Ground". It is also recommended that all slab-on-
grade foundations (both conventional and post-tensioned) be
designed to conform to stiffness criteria as contained in
Section 6.10 of the PTI Design Manual except that the allowable
differential deflection for center lift conditions should be
limited to L/600 in lieu of L/360. The allowable deflection
for the edge lift condition should be limited to L/800 as
specified in the PTI Manual.
The optimum performance of any ground-supported
constructed on an expansive soil requires that:
1.
structure
the foundation be provided with a reasonable degree
of stiffness to resist future differential ground
movements;
proper grading and construction details are used to
minimize future differential foundation movement
and the resulting distress; and
the homeowner is aware of proper landscaping and
maintenance procedures.
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~ GEOTECHNICAL CONSULTANTS .
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The minimum design values above are based on the context that
all additional fill placed in the pads consists of imported
clay fill placed in accordance with the E&rthwork and
Specifia&tions sections of this report. This should be
confirmed by field density testing of the pad fills during
site-grading operations as outlined in the E&rthwcrk and
Spe~ifia&tions sections.
Grade beams should be designed for a maximum bearing pressure
of 2,500 pounds per square foot (psf), and should be founded a
minimum depth of 12 inches into undisturbed natural soil, or
compacted and tested fill. All beams, including reinforcing,
should be continuous, should not vary in cross-section and
should be provided with sufficient steel reinforcement for
positive and negative moment resistance.
It may be possible to allow slightly greater deflection for
center lift design if vertical control joints are provided at
key locations along exterior masonry walls to allow for
differential wall movement. The structural engineer should
work with the home builder to determine deflection tolerances,
joint spacing and various methods available for providing
vertical control joints in the exterior walls. Brick arches
spanning above two separate perimeter beams should be avoided
if possible.
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GEOTECHNICAL CONSULTANTS '
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Earthwork
Ail vegetation and topsoil containing organic material should
be cleared and grubbed at the beginning of earthwork
construction. Soils exposed at the surface, which will
underlie fiil, should be scarified to a depth of six inches and
recompacted in accordance with the Compaction Method and
Density Control section (Item 7) presented in the report
Specifications. All grading of the building pads should also
be performed in accordance with Item 7.
Backfill adjacent to the outside of perimeter grade beams
should consist of imported clay fill with a PI of 15 or
greater. Backfill should be placed and compacted in accordance
with Item 7 of the report Specifications. Use of sandy soils
adjacent to the perimeter grade beams is not recommended due to
the potential for ponding water and subsequent soil movement.
Ail construction debris should be removed from areas adjacent
to the foundation prior to filling.
Erodibilit¥
These soils will be subjected to erosion during construction of
the development. Proper use of ground cover and construction
grading should reduce the effects of erosion.
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GEOTECHNICAL CONSULTANTS
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Construotion Observation
Observation of foundation construction by a representative of
this office is recommended. The purpose of the observation is
to confirm the bearing stratum and construction procedures.
Testing of the compacted density and moisture of fill and
backfill is also recommended. Tests should be performed at a
minimum rate of one test per lift within each lot building pad.
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? GEOTECHNICAL CONSULTANTS '
Matthews Southwest
5220 Spring Valley
Suite 500
Dallas, Texas 75240
Tel. (2~4) 934-0123
Fax (214) 980-2421
VIA COURIER
September 30, 1993
Mr. Ken Griffin
City of Coppell
Engineering Department
255 Parkway Blvd.
Coppell, TX 75019
Re:
Fountain Park Addition, Coppell, Texas
Job 92005
Dear Mr. Griffin:
At Tim House's request, enclosed is a copy of the Geotechnical
Investigation Report from Reed Engineering Group for the above-mentioned
Addition.
Yours very truly,
.~d,~,n n Donahue
Enclosure
FOUNTAIN HEAD LANE 6
4
FOUNTAIN DRIVE ., ~: ,~'
B-11 ~
~ B-12
~) B-13
SANDY LAKE ROAD NOTES: 1. Boring locations are approximate and are based on rough measurements
from rough grading.
i 2. Foundations should be designed in accordance with design criteria in the report.
.
PL. AN OF BORINGS
Peed enginem-ing
Fountain Park Addition
Sandy Lake Road @ Sugarberry Driv;
Coppetl, Texas
PLATE I
mmmm
reed engineering
Fountain Park Addition ~
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive BoringNo. B-1
Oat, 06-14-93 Coppell, Texas cocat~on See Plate II
CORE FIELD TE8T8 z
,,~ Pocket Penetrometer Readings
_~ bq Tons per Sq. Ft. -X I=-
~ ~ ~ Stondord Penetration Tests,
~ ~ ~ ~ ~ DE8CRIPTION OF 8TRATA Blows per Foot (BPF) - ~)
Cr)L,jU~ ~' ~ ~ X 1 2 5 4 4.5+ ++4'5
~ SANDY CLAY, dark grading
brown
. to brownish-gray, hard
- '5-~ (CL)
~'~' SANDY CLAY, grayish-brown
w/brownish-red & brownish-
yellow, hard _
(CL)
SANDY CLAY, light grayish-brown- .
& brownish-yellow, stiff
(interbedded weathered shale
& sandstone) (CL)
~j~ I SAND, brown, medium to coarse, _
-~t I w/trace of gray
50B
20~ SHALE, very dark gray w/brownis -
yellow, soft, slightly
weathered
] SHALE, very dark gray, soft
Total Depth = 25.0 feet
Water @ 12.6' after ten minutes
Water @ 13.0' & caved to 17.2'
on 06-15-93.
BORING LOG PLATE 2
m' C,[OTFCHNICAC CONSULTANTS
F
reed engineering
Fountain ~Park AddlIHon '
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive BoringNo. B-2
Dote 06-15-93 Coppell, Texas Locot~o, See Plate 1
CORE FIELD TESTS z
uJ Pocket Penetrorneter Reodings
~ >cc ~ Tonsper Sq. Ft. -X
i.~ ~ ~o_ ~-a ~ r-~ Stondord Penetrotion Tests,
,.! 0 DESCRIPTION OF STRATA Blows per Foot (BPF) ~)
~uq u~ ~ ~ X I 2 3 4 4.5+ ++4'5 tM'l
o ¢~ lQ 20 30 ~ ) 5) 60
.-/ CLAYEY SAND, brown w/trace of
~/_ _ -~ gray' ~SC) /
. SANDY CLAY, brown to yellowish-
- brown, stiff to very
. stiff, becoming sandier x'
w/depth ~
/~ SANDY CLAY, brownish-yellow &
gray, stiff I
~/ & sandstone) (CL)
SILTY SHALE,very dark gray,
soft
Total Depth : 20.0 feet
Water @ 9.6' & caved to 14.0'
.~ @ end of day.
BORING LOG PLATE 3
,- GEOTECHNICAL CONSULTANTS
reed engineering
Fountain PaWk Addition ....
Jab No. 1132.4 Sandy Lake Road at Sugarberry Drive BoringNo. B-3
Date 06-15-93 Coppell, Texas kaoat~on See Plate 1
I~ I I CORE FIELD TEST8
w Pocket Penetrameter Readings
~ ~ Tans per Sq. Ft. -X
~ ~ Standard Penetration Tests,
~ ~J~ J~J ~ ~ DESCRIPTION OF STRATA BlowsperFootCBPF)-~
~ ~ X 1 2 3 4 4.5 4.5
~ ~ ~ ~ + ++ W
SILTY SAND, brown, medium
dense, fine
(sM)
SANDY CLAY, very dark grayish-
- 5
brown w/trace of brownish'
red, hard
(CL)
SANDY CLAY, grayish-brown
(CL)
SAND, brown, dense, fine to
10 medium w/coarse,
w/trace of clay & gravel
\
\ ,
15 SILTY SHALE, very dark gray,
soft
Total Depth = 17.0 feet
Seepage encountered @ 8.0'
20' during drilling. Water @ 8.0'
& caved to 10,0' @ end of day.
BORING LOG PLATE 4
. GEO~CHN1CAL CONSULTANTS
Imm.
reed engineering
Fountain park Addition
Jou No. 1132.4 Sandy Lake Road at Sugarberry Drive Bor;ngNo.' B-4
Dote 06-14-93 Coppell, Texas Location See Plate 1
FIELD TESTS
CORE
ua~ Pocket Penetrometer Readings ~m I--
~'~ t~ ~CLC~3~ ~ Tonsper Sq. Ft.-X
~ua ~ g n-J ~ ~ Standard Penetration Tests,
ua o DESCRIPTION OF 8TRATA B~ows per Foot (BPF) - (~
x, 2 3 4 "2
++
r-, 10 20 ~ ) 43 50
SANDY CLAY, light grayish-brown ~
w/some brownish-red, ~
medium stiff to hard, ~-~
- f, becoming sandier w/depth - ~ ~ _
X~
Y'~'// CLAYEY SAND, 1 ight grayish-
I
_ _~ brown w/some brownish- I
yellow, medium dense,
fine
10-
~ ~ (SC)
~.~'..'..'. SAND, brown, medium dense -
:~.:'..,.~ medium to coarse, w/some
::'::.;~:'":"~?~x:'":: ~ gravel, w/trace of clay
.~,:)~.~.: - -
- 15- .i~~~.
(sP)
SHALE, gray, weathered
'--~ SHALE., very dark gray w/some
'~ medium gray, soft,
-' slightly weathered
Total Depth : 20.0 feet
- - Water @ 5.8' after ten minutes.
Water @ 8.6' & caved to 11.0'
on 06-15-93.
BORING LOG PLATE 5
GEOTECHNICAL CONSULTANTS
reed enginemr!n.g
Fountain Park Addi~ien --- '-
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive Bar;rig No. B-5
Date 06-14-93 Coppell, Texas tocot~o. See Plate 1
CORE FIELD TESTS
~J
' _~ C/~ Packet Penetrometer Readings
1 ~j k- -.J ~ Tons per Sq. Ft. -X
o_ 0 ~ 0 C) Standard Penetrotlon Tests, ~ uJ
~ ~_ m 0 DESCRIPTION OF STRATA Blows per FOOt (BPF) - (~ ~, UJ
cm >- X 1 2 .t 4 4.5 4.5 -I
,,,~ ~ ~ + ++
~c~ lQ 20 5) 40 50
CLAYEY SAND, brownish-red, x~
medium dense to dense, "- ..
~ fine
(sc)
~:~i¢X SAND brown very dense, 50B :
5- ~""'-" ' '
:,.<.::.:~ medium to coarse, w/trace
"-"-~.~ of fine, w/gravel (SP)
~ SANDY CLAY, brownish-yellow to
-~ olive w/gray, medium
stiff to stiff
5 _
-f
20_' { interbedded weathered shale -
I sandstone) (CL)
-~ SHALE, gray
_-"~-_- SILTY SHALE, very dark gray,
25
Total Depth : 25.0 feet
- - Water @ 13.5' after ten mintues.
Water ~ 11.6' & caved to 11.7'
on 06-15-93,
BORING LOG PLATE 6
GEOTECHNICAL CONSULTANTS
4-1/2"
reed engineering
Fountain Park Addition
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive BoHn§No. B-6
Dote 06-14-93 Coppell, Texas ,ocot;on See Plate 1
~J Pocket Penetrometer Re°dings
~ ~-- ~ ~ [ Tons per Sq. Ft. -X
~ ,.,l~ _q ['.' i o Stondord Penetrotion Tests.
~ ', i~ ~1: i~ ~° DESCRIPTION OF STRATA Blows per Foot (BPF) - (~) UJ
q lO 20 30 40 ~ 6~
CLAYEY SAND, brown w/red, fine
I ~-k (Fill) (SC)
SAND, brown, fine, w/some
clay (SP- SC)
X
SANDY CLAY, red, very stiff \
5 (CL)
SANDY CLAY, browni sh-yel 1 ow
'~ W/trace of brownish-red,
hard (CL) _ I
CLAYEY SAND, brownish-yellow & -
light grayish-brown, fine,
w/trace of weathered x
i tons tone - I
· 10
(SC)
SILTY CLAY, olive w/yellowish-
brown & grayish-brown, I
very stiff x
- 15
(CL)
SILTY SAND, olive-brown w/brown-sn-
yellow, medium dense, .
fine
(sM)
SILTY SHALE, very dark brown,
soft
Total Depth = 25.0 feet
Water @ 17.8' after ten minutes
Water @ 8.0' & caved to 18.6'
on 06-15-93.
BORING LOG PLATE 7
G£0TECHNICAL CONSULTANTS
reed engineering
Fountain Park Ad~lition - - -
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive Borin§No. B-7
Dote 06-14-93 Coppel 1, Texas Local;on See Plate 1
CORE FIELD TEST8 z
0
L~ Pocket Penetrometer Readings
> ~ ~ Tons peF Sq. Ft. -X ~- I--
~ L~ - ~ Stondord Penetrotion Tests,
~ ~ n ~ ~ ~ DESCRIPTION OF 8TRATA Blows per Foot (BPF) - (~)
~ ~ ~ x 1 2 3 4 4.+s++4'5 m
o q)~ ~o 30 40 ~) 60
~.'./.. CLAYEY SAND, brownish-red, fine,
-- w/trace of calcareous
particles (SC)
,.:*:*.., & medium w/some coarse,
,v,~':':,:;..~ w/trace of fine gravel I
~ CLAYEY SAND, brownish-yellow
..~. to brownish-red w/olive-
gray, medium dense, fine,
_ w/intermittent clay ~ - ~ -
1 aye rs q ~
\/
15~'~.~A (interbedded weathered sand-
stone & shale) (SC)
- -~ SHALE, very dark gray, soft,
E---~ w/trace of fine brownish-
:--~' yellow sand lenses,
~__-~ sl i ghtly weathered
Total Depth = 21.0 feet -
Water @ 11.5' after ten minutes.
Dry & caved to 11.0' on 06-15-93.
25_ -
BORING LOG PLATE 8
m ~EOTECHN~CAL CONSULTANTS
reed engineering
Fountain Park Addition
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive BorlngNo. B-8
Dote 06-14-93 Coppell, Texas Locotlon See Plate
I CORE FIELD TEST8
~ ~ ~ ~ Pocket Penetrometer Reod;ngs
~ ~ _ Tons per Sq. Ft. -X
~ w ~ C I Stondord Penetrotion Tests,
w ~ ~ ~ I ~ ~ ~SCRIPTION OF 8TRATA B~ows per Foot (BPF) -
~ ~ ~ X 1 2 3 4 4.5 4.5
[~ t CLAYEY SAND, reddish-brown to
brownish-yellow, w/trace
. ' of medium fine & coarse,
- ~.~:; ~ loose -~
,z;[I CLAYEY SAND, brownish-yellow,
reddish-yellow & gray,
. _ medium dense, fine
_10_ - x,
~ (interbedded weathered sand-
_ _ stone & shale) (SC) _ x
SANDY CLAY, olive-gray & dark
gray, hard, w/brownish-
yellow & brownish-red
- 15] . sand layers
{interbedded weathered shale ~-
~ & sandstone)
(CL)
- -~ SILTY SHALE, very dark gray
w/trace of olive, soft,
slightly weathered
- 20
Total Depth = 20.0 feet
- - Water e 9.8' after ten minutes.
Water @ 8.7' & caved to 9.5'
on 06-16-§3.
BORING LOG PLATE g
,.- ~O~CHNICAL C~SULTANTS
11
reed engineering
Fount, a}n Park Addition - --- m -- ~~
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive Borin§No, B-9
Dote 06-14-93 Coppell, Texas kocatlo, See Plate 1
k~J Pocket Penetrometer Readings 0
--~ ~~ Tons per Sq. Ft. -X ~--- I'"
~ I.~ m~ Standard Penetration Tests,
~ ~ ° >
~ m o ~SCRIPTION OF STRATA Blows per Foot (BPF) - ~
~ ~ ~ ~ X 1 2 3 4 4.5 4.5
+ ++
q 1~ 20 30 40 5) 60
~ SAND, brown, fine to coarse,
',~ w/trace of clay & gravel
~I~ ~ SILTY SAND, brownish-yellow l
-~.~XI reddish-yel low, fine
( s.) ,
~t~ I SAND, brown, dense, fine to ~ _
- 5-~(~ I coarse, w/trace of fine - ~.. ~
:.:,~?' ~ gravel (SW)
- ~ CLAYEY SAND, brownish-red & / _
' gray, medium dense, fine,-
w/i ntermi ttent cl ay
1 ayers
- 10~ (interbedded weathered shale
& sandstone) (SC)
- / SANDY CLAY, brownish-yellow to
reddi sh-yel 1 ow w/gray, x
stiff to very stiff, xm~~
' 15- slightly silty ~
(interbedded weathered shale
& sandstone) (CL) - x -
SILTY SHALE very dark gray,
soft
lotal Depth ~ 20.0 feet
~ry [ caved to 8.0' after ten
m~nutes. Cry $ caved ~o ~.7*
on
80~1~ ~0~ P[gl[ 10
, ,- GEOTECHNICAL CONSULTANTS
reed engineering
Fountain Park Addition
Jou,o. 1132.4 Sandy .l~ake Road'at Sugarberry Dr~ve~ '~ Boring No. B-lO
Dote 07-27-93 Coppell, Texas Location See Plate 1
i i CORE FIELD TESTS
Pocket Penetrometer Readings 0
~ ~_j ~u~ u~ Tons per Sq, Ft. -X = I-
n OI ~1 C:) Standard Penetration Tests, mu
~ ~ ~ ~J ~1 ~ o DESCRIPTION OF STRATA Blows per Foot (BPF) - ®
u3,,~J'(J X 1 2 3 4 4.5 4.5
~v.j jm ~ ~ + ++ mu
SANDY CLAY, brown, hard,
'~ w/trace of gravel
(Fill) (CE)
- CLAY, olive to brown, reddish- '
· brown & light gray, stiff x
to hard, w/some calcareou ,/
& ironstone particles
- 5-
(CL) I
SANDY CLAY, gray & brownish-
yellow, medium stiff
10-
%
(CL) ' ,
.?_~+_'~ SHALE very dark gray w/trace ,
'
of olive, soft, slightly ~_
- 15- weathered
- Total Depth = 15.5 feet
Water @ 6.6' after ten minutes.
Water @ 5.9' & caved to 11.2'
- 20- on 07-29-93.
BORING LOG PLATE 11
,,- GIrOTECHNICAL CONSULTANTS
reed engine~ring
Fountain Park Addition ....
Job No, 1132.4 Sandy Lake Road at Sugarberry Drive BoringNo. B-11
Date 07-27-93 Coppell, Texas Location See Plate 1
CORE FIELD TEST8
Ld Pocket Penetrometer Readings
~ b.~ ~U3~ L~ Tons per Sq. Ft.-X
~ ~ 13_ Om n--J ~ r~ Standard Penetration Tests,
c~ ~ ~ r~cu or~ DEBCRIPTION OF 8TRATA Blows per Foot (BPF) - ~)
~03 03 ~ ~ X 1 2 .3 4 4.5+ ++4'5
~ D~o 2o :~ 4~ so
/~. SANDY CLAY, brown to light
brown, hard
5
/ (CL)
5- SANDY CLAY, grayish-brown,
brownish-yellow & yellowi ih- /
/ red' very stiff (CL) /
- i CLAYEY SAND, gray to grayish-
brown w/trace of yellowish- /
red, fi ne
(sc)
· .~. CLAYEY ~S~ND, brown to brownish-
J ,' .-:"yeilOw,::very dense, mediuln
to Coarse, w/trace -of fin~, ~
__.~,~ w/some gravel (SC)
--~-- SHALE, very dark gray, soft
--_-'.~ _
-__-.
20- lotal Depth = 18.5 feet
~ater 0 11.0' after ten minutes
Water ~ 10.§' & caved to 1~.3'
- - on 07-29-93.
BORIFIG LOG PLATE 12
, GEOTECHNICAL CONSULTANTS
m-e~d engi~neering
Fountain Park Addition
Job No. 1132.4 Sandy Lake Road at Sugarberry Drive BoringNo. B-12
Dot, O7-27-93 Coppell, Texas Looot~o, See Plate 1
[ ) CORE FIELD TEST8 z
uJ Pocket Penetrometer Reodings 0
~ ~j k-.-JILdl--~ ~ ~ Tons per Sq. Ft. -X
O. OI ~! ~ Stondord Penetrotion Tests,
~ ~ ~ ~l-~l ~ o DESCRIPTION OF STRATA B,ow$ per Foot (BPF>- ® m
~ ~ 2 ~) 50 40
SANDY CLAY, brown & brownish-
yellow, hard (CL)
_ _ SANDY CLAY, grayish-brown &
brown w/brownish-yel low,
A~ "~-..~ hard eCL)
· SANDY CLAY, light gray w/browni~-
- 5 yellow & yellowish-red,
hard (CL)
~it i SAND, brown, fi ne ,/
/
- /
-~:~?~ ( S P )
~ SANDY CLAY, grayish-brown,
brownish-yellow & yellowish- x
-~ red, stiff .(CL) - K
10-
CLAY, olive w/some brownish-
yellow, very stiff,
slightly sandy (CL)
.'..,.::..'~' SAND brown dense medium to
..:.:?..:...::, ' , ,
,.:.w..:. coarse, w/some gravel,
15]~.:;!~ w/trace of clay
(sP)
SHALE, very dark gray
Total Depth = 18.0 feet
20_ -
Water @ 11.8' after ten minutes.
Water @ 11.0' & caved to 11.4'
on 07-29-93. ,
BORING LOG PLATE 13
· GEOTECHNICAL CONSULTANTS
reed ongin~ring
Fountain Park Addition--
JobNo. 1132.4 Sandy Lake Road at Sugarberry Drive BoringNo. B-13
Dote 07-27-93 Coppell, Texas kocoUon See Plate 1
CORE FIELD TESTS
u~
~ Pocket Penetrometer Readings
~.~ ~ ~ ~ Tons per Sq. Ft.-X ~- I--
Standard Penetration Tests. '~ ,~
c~ ~ ~ ~ rr mo n-: ~ ~r~ DEaCRIPTION OF 8TRATA B~ows per Foot (BPF) - ~ mu-
u3~ u3 ua ~ ~ X I 2 3 4 4.5+ ++4'5 I&l
o q> 0 2~) 30 4 .-) 6o
,:~.....:.; SAND, reddish-brown grading to
::;:~. light brown w/trace of
::~.":~ ~-
.:.:..., reddish-brown, fine to
,'...';'~' medium, w/trace of clay
_ _ ,....,..:.c..:
'.9-.,::=~
.,.::>.':.:~
:=5':': ( SP ) /
'"?~:'i I
5_// SANDY CLAY, reddish-brown,
/,
brown & yellowish-brown,
~/ hard, w/some sand
&
:~'.o. -~ gravel particles (CL)
- :9..~,..
$~2. SRAVEL, brown, fine to coarse,
:~,.~ w/some sand
10 I/ ~-~ / -
SAND, brown, fine (Sp) /
SANDY CLAY, gray w/brownish-
- yellow, very stiff - -
(CL) /
I
i CLAYEY SAND, gr.a.y & brownish- x
15-// ' yellow, fine - -
/,
(sc)
'SANDY CLAY, gray, brown & brownish.
_ red, stiff, blocky(CH)
~ ~verely weathered.shale)
20- '------ SHALE, very dark gray
Total Depth -- ~0.6 feet
Water @ 14.4' after ten minutes
Water @ 14.7' & caved to 15.3'
on 07-29-93.
- 25-
BORING LOG PLATE 14
GEOTECHNICAL CONSULTANTS
· reed engineeri-g .
KEY TO TERMS USED ON LOGS
COHESIONLESS SOILS
SPT
fi-Value Relative
{blows/foot) Density,
0 - 4 .................. Very Loose
4- 10 ................. Loose
10 - 30 ............... Medium Dense
30 - 50 ............... Dense
50 + ................... Vary Dense
SOIL PROPERTIES
COHESIVE SOILS
Pocket
Penelromater
(faf)
Consistency
<0.25 ..................Very Soft
0.25 - 0.50 ........... Soft
0.50- 1.00 ........... Medium Still
1.00 - 2.00 ........... Stiff
2.00 - 4.00 ............Very Stiff
4.00 + .................... Hard
ROCK PROPERTIES
Hard.ess
Diaqnostlc Features
Very Soft ............................ Can be dented wllh moderale finger pressure.
Soft .................................... Can be scratched easily with fingernail.
Moderately Hard ............... Can be scratched easily with knlle but not wilh fingernail.
Hard .................................. Can be scratched with knife with some dlflioulty; can be broken by light to moderate
hammer blow.
Very Hard ..........................Cannot be scratched with knife; can be broken by repeated heavy hammer blows.
Degree of Weatherl,~l
Dia~lnosllc Features
Sllghlly Weathered ................. Slight discoloration Inwards Irom open fractures.
Weathered ...............................Discoloration throughout; weaker minerals decomposed; strength somewhat less than fresh
rock: structure preserved.
Severely Weathered ................ Most minerals somewhat decomposed; much softer than fresh rock: fexfure becoming
Indistinct but fabric and slructure preserved.
Complelely Weathered .......... Minerals decomposed to soil; rock fabric and structure destroyed (residual soil).
GEOTECHNICAL CONSULTANTS '
PLATE 15
reed engineering
Job No. Boring No.
Date Location
uJ CORE FIELD TESTS
~ ..J U~ Pocket Penetrometer Readings.
~ ~'----'G3 Ton, per Sq. Ft. -X
~ ~ ¢3 DESCRIPTION OF STRATA uJ
(~ Standard Penetration Tests,
p 10 20 30 40 5, 60
-.~..,..,,.: \/ SAND, ~'eddish-brown, medium dense r _
:.:'-:-.'~ fine 1;o very fine rounded
-pocket
~ rock quality designation ~ penetrometerreading
percent core recover ~
~---~Standard Penetration
_L . . Test
.~ ~. ~ soil classification
., (uses)
~.~~_ transition line between
weathered & unweathered rock
: ' sample type &
' STRATA SYMBOLS SAMPLE TYPES
' ~ CLAYEY SAND
i CLAY (CL) UNDISTURBED
wi LL<50~ (SC)
I (SHELBY TUBE &
NX ROCK CORE
~ ~ SAMPLES)
CLAY (CH) SILTY SAND '-
wi LL>50 (SM)
-~ SILT (ML) E~ CLAYEY GRAVEL i DISTURBED
wt LL<50 (Ge) _
I ~ SILT (MI-I) ~ (WEATHERED)
w/ LL>50 ~.~ SHALE
STANDARD
PENETRATION
----~ (UNWEATHERED) TEST
SAND (WEATHERED)
LIMESTONE --
(SP-SW) (UNWEATHERED) THD CONE PENETRATION
GRAVEL ~ (WEATHERED) ~ TEST
SANDSTONE
(GP-GW) (UNWEATHERED)
KEY TO SYMBOLS USED ON BORING LOGS PLATE 16
GEOTECHNICAL CONSULTANTS
GEOTECHNICAL INVESTIGATION
FOUNTAIN PARK ADDITION
SANDY LAKE ROAD AT SUGARBERRY DRIVE
COPPELLv TEXAS
Boring Depth
No. (feet)
Summary of Laboratory Tests
reed engineering
B-1 1.5 - 3.0
9.0 - 10.0
B-2 1.5 - 3.0
9.0 - 10.0(1)
B-3 2.0 - 3.5(2)
5.0 - 6.5
B-4 1.5 - 3.0
B-5 9.0 - 10.0
B-6 2.5 - 4.0
9.0 - 10.0(3)
14.0 - 15.0
B-7 0.0 - 1.0(4)
B-8 14.0 - 14.5
14.5 - 15.0
B-10 3.0 - 4.5
9.0 - 10.0(5)
B-ii 1.5 - 3.0
9.0 - 10.0(6)
B-12 3.0 - 4.5
B-13 1.0 - 1.5(7)
4.5 - 6.0
Liquid Plasticity Moisture
Limit Index Content
(%) (PI) (%)
20 7 7.5
30 17 11.5
44 28 18.0
mm mm mmmm
mm mm mmmm
33 18 14.1
36 22 16.8
27 14 23.1
27 13 14.5
.... 14.8
.... 16.9
.... 9.8
.... 21.2
.... 19.3
30 19 14.9
27 16 9.5
31 19 11.3
34 20 16.0
Soil
Suction
CDSf)
12,970
10,690
9,100
13,610
11,220
27,220
2,390
120
2,000
4,770
1,360
56O
Footnotes:
(1) Percent Passing No. 200 Sieve = 67
(2) Percent Passing No. 200 Sieve = 61
(3) Percent Passing No. 200 Sieve = 44
(4) Percent Passing No. 200 Sieve = 33
(5) Percent Passing No. 200 Sieve = 71
(6) Percent Passing No. 200 Sieve = 44
(7) Percent Passing No. 200 Sieve = 13
GEOTECHNICAL CONSULTANTS '
PLATE 17
reed engineering
Absorption Pressure Swell Test
Initial Final
Project No. 1132.4 Moisture Content (%) 14.4 18.8
Boring No; B- 1 Pente{rometer (tst) 4.5 2.5
Depth (ft) 1.5-3.0 Dh/Unit Weight (pcf) 108.3 106.0
SpecRc Gravity 2.52 2.52
Liquid Limit 20 Void Ratio 0.45 0.48
Plasticity Index 7 Saturation (%) 80 98
alpha 0.29 Spec. Volume 0.58 0.59
Percent Swel 2.2 Swel Pressure (psO 2590 250
I llllltl IIIIIIIII I IIIIIIIt
I I/ 1 I I I'1111[I I I IIIIIII
100 1000 10000 100000
Restraining Swell Pressure (psf)
0.595
0 0.585
O. 575
0.57
13
14
15 16 17 18
Moisture Content {%)
19 2O
PLATE
GEOTECHNICAL CONSULTANTS ·
reed engineering
Absorption Pressure Swell Test
Initial Final
Project No. 1132.4 Moisture Content (%) 11.8 15.5
Boring No; B-3 Pentetrometer (ts0 4.5 + + 3.5
Depth (ft) 5.0-6.5 Dry Unit Weight (pct) 112.7 111.9
Specific Gravity 2,50 2.50
Liquid Limit 33 Void Ratio 0.38 0.39
Plasticity Index 18 Saturation (%) 77 98
alpha 0.11 Spec. Volume 0.55 0.56
Swell (%) 0.7 Swel Pressure (pst) 1550 250
1 O0 1000 10000 100000
Restraining Swell Pressure (psf)
559
558
554
553
552
11
12
13 14 15
Moisture Content (%)
16 17
PLATE 19
GEOTECHNICAL CONSULTANTS '
CONfJTRUCTTON,, LANDfJCAPIN(3 AND
MAINTENANCE FOR OPTIMUM PERFORMANCE
OF fJLAB-ON-(3RADE FOUND~TIONfJ
FOR
EARTHWORK BPECIFZ(~TTONB
FOR
FOUNTAIN P]tRK ADDITION
HANDY LAKE ROAD AT HUGARBBRRY DRIVE
COPPELL; TBX~S
Well-planned construction details suitable for sites underlain by
expansive soils are necessary to optimize the performance of a
floating slab-on-grade foundation. One factor which affects the
performance of a floating slab foundation is the time of year.
which the slab is constructed. If foundation construction is
performed in late winter or spring,'the upper soils are generally
moist. High moisture below the slab reduces the potential for
heave. Heave is generally more damaging and harder to correct
than edge settlement. If foundation construction is performed in
late summer or fall, the upper soil layers are dry and more
expansive. This is the least favorable time for foundation
construction.
Positive drainage around the residence also affects the
performance of a slab foundation. Ponding of water should not be
allowed near the residence. A positively sloped drainage swale
should be provided in each side yard between the houses. The
ground along the edges of the foundation should be properly
compacted to seal the surface. A positive slope should then be
provided to remove surface water away from the foundation.
- i -
Depressed or flat planter areas should be avoided near the
foundation. If shrubbery borders are used, spaces should be
provided at frequent intervals to allow for drainage of the
landscaped area. Sand should not be -used as fill in landscaped
areas near the residence. Downspouts should not be directed into
any planter area adjacent to the foundation.
The homeowner should be advised of these facts and of the need
for maintaining a slightly moist soil condition (not a thoroughly
soaked condition) adjacent to the residence during prolonged
periods of hot dry weather.
The contractor should be advised of the importance of the proper
placement of tendons and steel reinforcement in the foundation.
The design engineer should also check all beam depths prior to
concrete placement. A beam that is designed to be 28 inches in
depth for example and is three inches deficient, loses
approximately 30 percent of its flexural strength and rigidity.
A beam that is. six inches deficient in depth loses over half of
its flexural strength and rigidity. Proper beam depth must be
provided continuously along each beam.
A suitable moisture, barrier should be provided beneath all
ground-supported slabs. This is of particular importance in
areas where the slab will be painted or covered with wood, tile
or linoleum.
If pools are to be constructed, the homeowner should situate the
pool as far as from the residence as possible. A pool design
should be used that is capable of withstanding differentSal
upward ground movement so that distress cracks and leaks do not
occur. Pool leakage will cause isolated soil saturation, and'
therefore localized differential upward ground movements due to
soil swelling.
- 3 -
E~RTH~ORK ~PEC~F~C~T~ON~
FOR
FOUNTaiN P~RK ADDiTiON
SANDY L~KE ROAD ~T ~UG~RBERR¥ DR~VE
COPPELL, TBX~B
ITEM I PURPOSE
The purpose of these specifications is to establish a method of
quality control to comply with the provisions of Federal Housing
Administration (FHA) Data Sheet 79G.
ITEM 2 PROJECT LOCATION
The site is located west of MacArthur Boulevard and north of
Sandy Lake Road in Coppell, Texas.
ITEM 3 CLEARING /~ND GRUBBING
Ail vegetation, trees, brush and rubbish in all cut and fill
areas shall be removed and disposed of with the exception of
those trees and brush that may be designated by the owner for
preservation. Within building lines, all stumps and roots shall
be removed and all holes left after clearing and grubbing shall
be backfilled and tamped. When permitted by the plans, trees and
stumps may be cut off as close to natural ground as practical in
areas which are to be covered by at least three feet of soil.
ITEM 4 EXCAVATION
All excavation soil may be stockpiled after removal of any
organic material, and used as fill after bringing it to a
suitable moisture content. If the soil to be excavated is within
the specified moisture range, it may be placed directly in areas
to be filled.
ITEM 5 PREPARING AREA TO BE FILLED
After the completion of Item 3, the subgrade in all building
areas should be scarified and reworked where necessary. The
moisture content of the subgrade soils should be brought to.
within a proper range to allow compaction of the upper six inches
of soil. The compaction levels 'outlined in Item 7 shall be
achieved prior to filling.
ITEM 6 FILL NATERI/%L
The materials used for fill shall be from on-site excavations or
their equal. Available fill consists of CL clays, sandy clays
and clayey sands. The material used shall be free from
vegetation, organic matter and any other objectionable matter.
Ail fill placed in the actual building pads shall consist of on-
site soils or their equal having a Plasticity Index (PI) of less
than 25. This shall be confirmed by the Soils Engineer during
field density testing of the pad fills.
ITEM 7
Each layer of
being worked,
COMPACTION M~THOD AND DENSITY CONTROL
fill shall be spread evenly throughout the area
sprinkled and blade mixed as required. All fill
should be placed according to the following guidelines, depending
upon the type of material used for fill.
Plasticity
Index
(Pi
Density
Co~Daction~
Percentage
of optimum
4 - 15 95 minimum -2 to +3
16 - 25 92 - 98 0 to +4
> 25 92 - 98 +2 to +6
ITEM S SUPERVISION~
Supervision by the Soils Engineer will be on a periodic basis
during the entire grading operation. Density tests will be made
as required and under the direction of the Soils Engineer.
ITEM 9 FINAL ACCEPTANCE
Final acceptance of the fill construction will be made by the
Soils Engineer relative to its compliance with these
specifications. Confirmation to this effect shall be made in
writing to the owner with copies to FHA and the contractor.
ITEM 10 RESPONSIBILITY OF BUILDER
Any fill placed on lots by others
accordance with these specifications.
shall be installed in
- 3 -