2290 Cliff Rd - Subsurface Exploration Report?
? a twin citti+ testinq ~ corporation
662 CROMWELL AVENUE
ST. PAUL, MN 55114
PHONE 61216453607
? August 13, 1987
? Federal Land Company
3470 Washington Drive
Eagan, MN 55122
? Attn: Mr. Charles Bartholdi
? Subj: Preliminary Report of Subsurface Exploration Program
Check.of-Site at Cliff Road and Slater Road
? Eagan, Minnesota
#4112 87-016
? Gentlemen:
We have completed a preliminary subsurface exploration program of six (6)
borings at your Cliff Road and Slater Road site in Eagan, Minnesota. We
? are transmitting five copies of this preliminary report to you. This work
was done following your August 3 verbal authorization.
? About one-half of the soil samples obtained in these six preliminary borings
will 6e held at this office for one month. If you want us to retain them
for a longer period please contact us.
? The opinions expressed in this preliminary report are based on the conditions
observed at the test boring locations. If different conditions are encount-
ered then it is necessary that we be contacted for a review of our recommen-
? dations.
Very truly yours,
?
Ronald A. Shaffer, P.E.
? Manager - South Metro Office
RAS/sal
Encs.
AN EOVAI OPPORfVNITV EMVLG'ER
41
TABLE OF CONTENTS
INTRODUCTION Page
.............................................. 1
Scope ...................................... 1
Purpose ................................................. 2
SITE CONDITIONS ............................................ 2
Surface Conditions ............................ 2
Subsurface Conditions .................... 2
Water Level Information ................ q
Laboratory Tests ........................................ 5
ENGINEERING REVIEW ......................................... 5
Project Information ..................................... 5
Discussion ....................... 6
Foundation Recommendations ............ ? 6
Site Paving ........................................... a
Pavement Design.. .............................. 9
Additional Considerations ............................... 9
FIELD EXPLORATION PROCEDURES ............................... 10
Preliminary Test Borings ................... 10
Soil Sampling ....................................... 10
Soil Classification ...................................... 11
STANDARD OF CARE ........................................... 11
APPENDIX
Location Sketch
Logs of Test Borings
General Notes
Classification of Soils
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REPORT OF PRELIMINARY SUBSURFACE EXPLORATION PROGRAM
CLIFF ROAD AND SLATER RDAD
EAGAN, MINNESOTA
#4112 87-076
INTRODUCTION
You are considering a commercial development for thi5 southwe5t quandrant
of Cliff Road and Slater Road in Eagan, Minnesota. As part of this
development, a strip commercial center and/or other buildings and
site oaving may he cons`ructed at this site. You requested a prelim-
inary site check to judge the subsurface soil and water conditions
at the site.
Scope
As we discussed with you on August 3, we have performed a preliminary
subsurface exploration program limited to the following:
1. Put down six (6) standard penetration test borings
to assist in depicting the subsurface soil conditions.
2. To prepare a preliminary report including results of
the field testing as well as our discussion of the
soil/water conditions encountered.
3. Preliminary recommendations regarding support of
commercial construction and parking areas at the site.
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Page 2 - #4112 87-016
Purpose
This report was prepared to describe our field exploration procedures,
present the results of our field testing, and provide you with our
preliminary recommendations.
SITE CONDITIONS
i
.
Surface Conditions
The high point of the site is near the location of boring 3(994t')
in the west central area. From this elevation the rest of the site
descends to elevations of 975' at boring 1 and about 960t' at the re-
maining borings. .
Primarily the site is covered with grass and weeds, except along the
southerly boundary where it is heavily wooded. Subsurface Conditions
The subsurface conditions encountered at each test location are shown
on the attached boring logs. We should point out that subsurface con-
ditions at other times and locations on the site may differ from those
shown at our test locations. If different conditions are encountered,
it is necessary that you contact us so our recommendations can be
reviewed.
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Briefly, there is va'riability in the soil conditions encountered at
each of the test borings. If a generalization could be made, it would
be that interbedded ]ayers of clays and sands are present beneath a
1f' layer of topsoil. The depth to competent soils varies at each
of the borings. The predominant natural soil is a silty sand to clayey
sand till. Till refers to soils deposited during retreat of the last
glacial ice sheet. These soils can by their nature contain cobbles
and boulders, as well as layers of sand and clay.
The topsoil at boring 1 is approximately 11' thick and it is soft.
From the 12' to 9' depth interbedded layers of clayey sand and sandy
lean clay were encountered. Near the surface they are soft and wet
but become rather stiff to stiff at depth. Rather stiff to stiff sandy
lean clay till was encountered from 9' to termination of this boring
the 16' depth.
Boring 2 encountered primarily layers of clay from the 2' depth to
weathered till at the 9' depth. In this boring the topsoil is soft,
the alluvium typically rather stiff and the till dense to very dense.
The topsoil encountered in boring 3 is a medium consistency clayey
sand with a thickness of approximately 1'. Thereafter, soft to medium
dense clayey sand and sand was encountered. Boring 5 was forwarded
through 2' of lean clay topsoil that is soft in consistency. Soft
to rather stiff clayey sands are present at this location to the 81'
depth. Generally medium dense to dense silty sand till was encountered
to termination of the boring at 21'.
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Page 4 - #4112 87-016
Medium to dense clayey sand, silty sand ti11 was present beneath a
1' layer of soft sandy lean clay topsoil in boring 6.
The poorest soil conditions were encountered at boring 4. At this
location interbedded layers of silty sand clayey sand and lean clay
are present to the 16' depth. Thev are verv cnf+ rhr??????„+ r_ _JJ:
tion, there appears to be a large quantity of water present at this
location. Below the 17' depth very dense till was encountered.
Water Level Information
Water was not encountered except at boring 4. The measured depth of
the water was around 5' but the actual depth may vary with time.
Additionally, the cohesive soils found in the borings exhibited a mot-
tled soil color. Frequently this soil mottling is associated with
water being present at varying depths at the boring locations. We
judge at various times and locations at the site that subsurface water
may be perched near the surface in the clayey soils. This water
may be found during excavation, some of the more granular soils may
contain relatively large amounts of water. However, we did not encounter
definite evidence of a water table at the site. Subsurface water levels
should be expected to fluctuate both seasonally and annually.
Also due to the relatively impervious nature of clayey soils present
at the site it would take an extended period of observation to accurate-
ly determine water levels at the site.
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Laboratory Tests
Selected samples from these preliminary borings will be submitted for
a program of laboratory testing to further define their engineering
characteristics and assist in refining their classification. Results
of these tests will be issued at a later time.
ENGINEERING REYIEW
Project Information
The following information represents our understanding of what you
plan for the projeCt. It is an important part of our engineering
review. If changes occur it is necessary that you contact us for addi-
tional review.
We understand that you are contemplating a strip center or similar
commercial development for this site. For construction of this type,
column loads are generally 6elow 100 kips.
You have not established surface elevations at this time, but anticipate
minimizing grading at this site, particularly in the wooded areas.
We do anticipate that some leveling of the site will be required to
match grades with the bordering roads and for site drainage.
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Discussion
The test borings indicate generally variable soil and subsurface water
conditions throughout the site. Adjusting the strip center's location
on the site could minimize the amount of soil correction necessary
for support of the anticipated foundations and floor slabs.
Most of the soils encountered at this site are predominantly clays
and clayey sands. However, some clean granular soils were encountered
at depth in several borings. Depending on the current moisture contents
of the cohesive soils there could be some difficulty in site grading
and excavation, particularly in the area of boring 4 where dewatering
and excavation with a backhoe to a depth of about 16' may be required.
Foundation Recommendations
In our opinion a commercial center could be supported on a spread foot-
ing foundation system bearing on either competent natural soils or
an engineered fill. Below is a chart indicating depths to soils judged
capable of supporting foundation loads up to 3000 psf.
Boring
1
2
3
4
5
6
Approximate
Surface (ft)
975
963
994
961
959
960
Estimated
Excavation (ft)
4
1Z
3;
16
6
3}
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Bottom
Elevation (ft)
971
961}
9911
945
953
956}
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Page 7 - #4112 87-016
The above tabulation is based upon our present limited soils and subsur-
face water information and the topographic elevations determined from
the drawing you provided. Hence, the information should be taken
as a general indication of the amount of excavation required at the
various boring locations. Additional testing would be required to
further define quantities of excavation.
Any excavation done below footing level should be laterally oversized
a minimum of 1:1. Excavation 6ottoms should be observed by a geotech-
nical engineering firm to judge when competent soils have actually
been encountered. Excavation depths will vary between boring loca-
tions. .
Any fill placed to reach foundation or floor level should be placed
in thin lifts and compacted to a minimum of 98% of standard Proctor
density (ASTM:D698). This compaction should extend to the oversize
areas and beneath the floor areas. Density tests should be taken to
determine when adequate compaction has been attained.
In our opinion, both the natural soils or fill will adequately support
slabs-on-grade. We recommend a minimum 6" cushion of free draining
granular soil similar to the SP or SP-SM soils found at the site be
placed immediately beneath the floor to minimize moisture transfer
from any underlying wet soils. Since clayey soils will lil:cly be present
at floor grades, it is our opinion that a vapor ba.rrier should b?,
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Page 8 - #4112 87-016
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provided along with a,2" sand cushion below the floor slab. This would
minimize moisture vapor from causing problems with adherence of floor
tile and carpeting. We expect very little settlement of the floor
slab. We judge that if proper floor panel sizes are selected, rein-
forcing will not necessary in the floor. For concrete cast in-contact
with the ground, normally a Type I Portland Cement is used in this
area.
If below grade foundation walls are to be constructed at the site we
should be contacted for additional recommendations. At this time we
do not anticipate any substantial below grade wall construction.
Site Paving
Preparation of the site for paved areas should include removal of all
surface vegetation and roots where the paving will be placed at or
near existing grade. In our opinion the topsoil can be left in place
- provided vegetation is grubbed from it - in fill areas where the
depth of fill is at least 3' to subgrade. Natural soils and fill should
be thoroughly compacted and test rolled by heavy construction equipment
prior to placement of the paving section. In the areas showing yielding
or rutting should receive additional compaction or be replaced with
competent granular fill.
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Page 9 - #4112 87-016
Pavement Uesi n
Once you have determined your pavement loadings in areas where heavy
use will occur, then we are available for additional recommendations
regarding pavement cross sections.
However, preparation of the subgrade for site paving should be in accor-
dance with general Minnesota Department of Transportation (MN/DOT)
standard practices, these practices include compaction of the fill
soils to a minimum of 95% of standard Proctor density to within 3'
of subgrade and 100% of standard Proctor density within 3' of subgrade.
Additional Considerations
Some of the soils encountered at the site, particularly at boring 4,
are very soft and wet. Additionally, varying amounts of subsurface
water should be expected throughout most of the site. Excavation or
construction on these soils may require specialized equipment because
they are quite sensitive and easily weakened. Large grading equipment
may not be a61e to operate upon soils that are in a medium or soft
consistency.
Dewatering does not appear to be a primary consideration of the site.
However, at boring 4 it will likely be necessary to dewater any excava-
tion to competent soils. Oewatering and extensive excavation should
also be expected at other locations on the site. The test borings
do not indicate any general trend. However, from past experience the
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Page 10 - #4112 87-016
hills typically contain more competent soils than the swales. The
depth of topsoil is generally much thicker in the swales, as well.
FIELD EXPLORATION PROCEDURES
Preliminary Test Borin s
Six (6) preliminary test borings were put down on August 5 and 6th,
at the locations shown on a copy of the site topography map you provided.
Elevations and locations were picked from this map by our field crews.
Hence, actual locations and elevations may vary from those indicated
on the topography reproduction.
Soil Samplinq
Soil sampling was performed in accordance with ASTM: D 1586-84. Using
this procedure, a 2" O.D. split barrel sampler is driven into the soil
by a 140 lb weight falling 30". After an initial set of 6", the number
of blows required to drive the sarnpler an additional 12" is known as
the penetration resistance or N value. The N value is an index of
the relative density of cohesionless soils and the consistency of
cohesive soils.
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Page 11 - #4112 87-016
Soil Classification
As the samples were obtained in the field, they were visually and
manually classified by the crew chief in accordance with ASTM:D 2487-
85 and D-2488. Representative portions of the samples were then
returned to the laboratory for further examination and for verification
of the field classification. In addition, selected samples were sub-
mitted to a program of laboratory tests. Logs of the borings indicating
the depth and identification of the various strata, the N value, the
laboratory test data, water level information and pertinent information
reqarding the method of maintaining and advancing the drill holes are
attached. Charts illustrating the soil classification procedure, the
descriptive terminology and symbols on the boring logs are also attached.
STANDARD OF CARE
The recommendations contained in this report represent our professional
opinions. These opinions were arrived at in accordance with currently
accepted engineering practices at this time and location. Other than
this, no warranty is implied or intended.
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This report was prepared by;
Kofiald A. Shaffer, p,E, ? i
Manager - South Metro'Office ?
This report was reviewed by:
Kenneth J. LaFond, P,E.
Chief Engineer
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I SITE CHECK NOTE: Borings located and surface ".?
CLIFF ROAD AND SLATER ROAD elevations at borings taken .-
? EAGAN, MINNESOTA from this topographic map.
#4112 87-016 Approximate scale: 1" = 50' •
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LUIi UF TEST BORING
,joaNO 4112 87-016
PROJECT?ITE ?HErK !I 1" = 4
iG VERTICAlSCAIE 1
F& CIATFR onnnc GAN MINN C
BORIN6N0 1
DEPTH
IN p7q
DESCRIPTION
OF MATERIAL
FEET f- SURFACEEIEVATION 975t' , ceoLocIc SAMPLE LABORAT
? ORIGIN N
ac WL NO TYPE W
o
SANDY LEAN CLAY, brown
(CL) WEATHERED ? SB
2 CLAYEY SAND W/A TILL
LITTLE GRAUEL Z SB
31 brown, soft ,
(SC) 2 3 SB
CLAYEY SAND W/A
brown
di LITTLE GRAUEL, TILL
, me
um (SC)
6} 6 4 SB
SILTY SAND W/A LITTLE GRAVEL,
brown, wet, medium dense to
loose, a few lenses of sand (SM) 16 5 SB
11 8 6 SB
CLAYEY SAND W/q LITTLE GRAVEL,
brown, rather stiff (SC)
14 15 ? SB
SANDY LEAN CLAY W/q LITTLE
6RAVEL, brown, stiff '(CL)
16 24 8 SB
END OF BORING 11 j
WATEqLEVEL MEASUREMENTS
SAMPLED STAqT H-6-8`7 DATE TIME DEPTH OEVITH ?MPLETE
CAVE-IN
OEPTN BAILEOOEVTNS
?EVEL METHOO H?a O? ? 14 i
@-
8-6 10:35 16' 14.5' 16'
B-6 10:35 16' '° None
l° None
10
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SE.7 (7).BH
corcmaton Q
ou
JoeNO 4112 87-016
VERTICAI SCAIE 1?? ° 4? nnoiur un ?
PROJECT SITE CHECK CLIFF & SLATER ROADS EAGAN MINNESOTA
OEPTH
IN DESCRIPTIDN OF MATEAIAL
SURFACE
994
'
G
tC SA MVLE I ABORA TOqY TESTS
FEET ?
ELEVATION
t ORIGN N WL NO . T1'PE W D ! Ou
?
medium ar rown, S?
TOPSOIL
1
SB PL
CLAY & SAND W/A• LITTLE WEATHERED 5 2 SB
GRAVEL, brown, soft (SC) TILL
31 3 3 SB
ISAND W/A LITTLE GRAVEL,
t
'
L
T
y TILL
,
b
bro
w
n
moist, medium dense (SM) 12 4 SB
10 I 15 ISB
9
CLAYEY SAND W/A LITTLE GRAVEL,
brown, stiff (SC)
12 SANDY LEAN CLAY W/A LITTLE
GRAVEL, brown, rather stiff,
lenses of sand below about
14' (CL)
6 I 16 I56
14 1 17 1 S8
5 I 18 ISB
18
SAND W/A LITTLE GRAVEL,
medium grained, light brown,
moist, medium dense (SP)
23
SAND W/SILT AND GRAVEL,
medium grained, brown,
moist, dense
26
END OF BORING
COARSE
ALLUVIUM
(SP-SM)
11 I 19 ISB
20 I 110156
WATERLEVELMEASUREMENTB 8'5 -87 $
START
GOMPIEtE -
_
OATE 11ME SOEP MD CAS
DEC,TM DE TH BAILEDOECTH$ wEyEp METHOD HSA 0' - 241,
-5 1:55 26' 24
5 25
8'
. . ?o None
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SE7p]-B) a =Wlll CICY Ce5tI1"Iq
oornoraeon
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PROJECT
VERTICAL SCALE 1 " = 41
1 DEP7H DESCRIPTION OF MATERIAL
FEET rSURFACE ELEVATION 961+
i -
SIL'fY SAND, brown, moist, very
loose (SM)
2 SILTY SAND W/A LITTLE GRAVEL,
dark greyish brown, wet, very
4 loose SM
LEAN CLAY W/SAND, brown,
mottled, soft (CL)
7 CIAYEY SAND W/A LITTLE GRAUEL,
brown, soft, lamination of water-
y bearin sand
SAND W/SILT W/A LITTLE GRAVEL,
fine to medium grained, brown,
waterbearing, very loose (SP-SM)
12 Lenses & Laminations of
SANDY SILT, SILT, SILTY SAND
brown, mottled, wet, medium
dense '(ML & SM)
15 CLAYEY SAND W/A LITTLE GRAVEL,
brown, medium, a few lenses
17 Waterbearin sand SC
CLAYEY SAND W/A LITTLE GRAVEL,
brown, mottled, dry, very dense,
lenses & laminations of SAND &
SILTY SAND (SC)
21
END OF BORING
* Sampler advanced 1' under
weight of rod onty
** Sample taken from adjacent
location.
WATEpLEVEL MEASUREMENTS
GEOLOGiC
ORIGIN N WL
COARSE
ALLUVIUM
TOPSOIL
1}
FINE *
ALLUVIUM
MIXED Z
ALLUVIUM
*
10
WEATHERED
TILL
TILL
6
OATE TIME SDEPTMO DEPfTH CAVE-IN
DE TH BAILED DEPTHS WATEA
3:05 11 ? 9 1
- IEVEL
8-5 3:30 21 191' 6.2'
8-5 3:35 21' - 16.8'
- ?? 4.7'
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, BORING NO 4
SAMP?E LABORATORYTESTS '
NO 7vPE W p L_L. p. ?
P.l. ?
1 SB
2 SB
3 SB
4 3T* *
5 SB
6 SB
7 NSR
8 SB
74 I 19 ISB
STAFT 8-5-87 COMPIETE
UEtMOD HSA n i _ ,oi,
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LOG OF TEST BORING
.IOB NO 4112 87-016
VERTICAL SCALE 1 ?? - 41
o S
ROJECT ITE CHECK CLIFF & SLATER ROAD EAGAN MIN A -' BOAING NO 5
DEPTH OESCRIPTION OF MATERIAL
IN
FEET rSUHFACEEIEVATION 959t' GEOIOGIC SAMPLE LqgORATOAVTE5T5
? ORIGIN q WL NO TVPE W
ORGANIC LEAN CLAY W/SAND, dark D p o?
greyish brown, soft TOPSOIL
(OL)
2 CLAYEY SAND W/A LITTLE GRAVEL,
brown, medium to soft WEATHERED
(SC) TILL 5
6 CLAYEY SAND W/A LITTLE GRAVEL,
brown, rather stiff (SC)
9
SILTY SAND W/A LITTLE GRAVEL,
brown, wet, medium dense, a few
lenses of clayey sand (SM)
12
CLAYEY SAND W/A LITTLE GRAVEL,
brown, soft to stiff, a lense of
silty clay at a6out 20' (SC)
F I 21
END OF BORING
* Sample taken from adjacent
location.
1 TILL4
11
15
4
18
1 SB
2 SB
3 SB
4 3T
5 SB
6 SB
7 SB
$ SB
26 I 19 ISB
WATERLEVEL MEASUREMENTS p p ?
STAHi V-5-S7 ?MP?ETEy?L
OATE 1IyE SAMVLEO GASING LAyE-IN
DEPTH DEPTH DEPTH BAILED DEPTHS H'AiER ?
_
IEVEI METHOD HSA 0 - 19 ' @ 2•
? - Q'
I ' 10
?? CREWCNIEF Francis
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? LOG OF TEST BORING
JOB NO 4112$7-016 VERTICAL SCAIE 1 11 - 4? BONING Np 6
PROJECT SITE CHECK, CLIFF & SLATER ROAD A AN MINNESOTA
DEPTH
IN DESCRIPTION OF MATERIAL
GEOLOGIC SAMPLE LqgORATOFV TESTS
FEET FSURFACE ELEVATION 960±' ORIGIN N WL NO TYPE W O P
? Ou
,
1 SANDY LEAN CLAY (See Note #1) (CL) TOPSOIL 1 SB
SANDY LEAN CLAY (See Note #2) (CL) WEATHERED 2 $B
2
CLAYEY SAND W/A LITTLE GRAVEL, TILL
5
3
SB
brown, medium (SC)
10 4 SB
7
28 5 SB
SILTY SAND W/A LI7TLt GRAVEL, TILL
brown, moist, medium dense to
dense, a few lenses of sand (SM)
30 6 56
27 7 SB
14
CLAYEY SAND W/A LITTLE GRAVEL,
brown, stiff, lenses of sand and 26 8 SB
16
END OF BORING
#1 - W/A LITTLE GRAUEL, dark
brown, (CL)
#2 - W/A LITTLE GRAVEL,
brown (CL)
WA TERLEVEL M EASUREMEN TS STARr- COMVLErE 8-5-87
OATE TIME SAMPL OCAS EP1TH D^E iH BAiLED OEPTMS wEyE? MEtH00 _ 10' (¢? ?:OS
8-5 12:45 16, 141' ' 10
1
- 1:00 16 lo None
10
to CREW CMIEF FrAnrig
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COIPOfatlOll
GENERAL NOTES
DRILLING AND SAMPLING SYMBOLS
SYMBOL
DEFINITION TEST SYMBOLS
HSA
3 1/4" I.D. Hollow Siem Auger SYMBOL
W DEFINITION
- FA
4". h" or 10" Diameier Fhghr AuRrr Water Content -
% Of Dry WI. - qSTM D 2216
-HA 2". 4" or 5" Hand AuRer p Ory Densrry • Pounds Per Cubic Foot
DC
2 I12", 4". 5' or 5" Steel DnvP Cacinp, lL, Pl Liquid and Plastic Limit - ASTM D 4318
_ RC SiZe A, 9, qr N Roiary Casing Addit ional InsertionF Ifl LdSf CO[UTn
PD Pipe Drill or Cleanoui Tube Qu Unconfined Comp. $Irength-psl- ASTM D 2166
CS Connnunu. Spli1 Bartel SamphnR Pq Penetrometer Reading - TonslSquare Fool
DM DnlLnp Mud Ts Torvane Reading - Tons/Square Foot
lW letti^R Waler G Specific Gravity - ASTM D 854
59 2" O D. Splii Burel Sample SL Shrinkage Limits - ASTM D 427
-L 1 112" or 3 1/2" O.D. SB Uner Sample OC Orgamc Coment - Combustion Method
T 2° or 3" Thm Wa1led Tube Sample SP $well Pressure - ions/$quare Fool
3TP 3" Thin Walled Tube IPitcher Sampler> PS Percent Swell
_TO 2" or 7° Thin Walled Tuhe (Oarerberg $amplerl FS Free Swell - Percent
W
6 wach Sample pM Hydrogen lon Conlent, Meter Melhod
P BaR Sample SC Sulfale Content - PartslMillion, same a5 mglL
Q Teq Pit Sample
B CC Chloride Conlent - PartsJMitiion, same as mg/L
_ Q. NQ, pr PQ Wireline Svaem C. One Dimensional Consolidation - ASTM D 2435
_X AA, 9%, or NR Double Tube Brrrel Qc' Triaxial Compression
GR Crne Rxovary - PercPni D.S.• Direct Shear - ASTM D 3080
NSR No Sample Recovered, claasf6cat;or, baced on aciion of K' CoeHicrent of Permeability -cmisec
drJling equipment andlor malenal noted in drdlmR flwd D' Dispersion TeSi
qr nn sampling bit. DH' Double Hydrometer - ASTM D 4221
NMR Nn Meacurement Rero.drd. pnmanly dur in presance MA• Partide $ize Analysis - ASTM D 422
nf drillinR qr coring Owd. R Laboratory Resistiviry, in ohm - cm • ASTM G Si
?
W E' Pressuremeter De(ormation Modulus - TSF
ater Lrvel Symbnl PM• Presswemeler Test
' VS' Field Vane Shear . ASTM p 2573
IR' In!iItrometer Test - ASTM D 3385
RQD Rock Qualiry Designation - Percent
' See attached data sheet or graph
WATER LEVEL
Water levels shown on the boring logs are the levels measured in the borings at the nme and under the conditions indicated. In und, the mdicated
levels may be considered reliable ground water levels In day soil, i1 may nol be possible to determine the ground water Ievel within the normal
lime reqmred (or lest bormgs, excepl where lenses or layers o( more pervious waterbearing soil are presenl. Even then, an exlended penod of
time may be necessary to reach eQUilibrium. There(ore, the posnion of the water level symbol (or cohesive or mixed tezture sods may not indicale
the true level of the ground water table Perched water re(ers to water above an impervious layer, Ihus impeded in reaching the water table.
The avadable water level information is grven al the bonom of the log Sheet.
DESCRIPTIVE TERMINOLOGY
DENSI7Y CONSISTENCY Lammation Up t0 1/2" thick shatum
TERM "N " VAWE TERM Layer 112" to 6" thick stratum
Very Loose 0-4 Soh Lens 1R° to 6" discontinous stratum, pocket
Loose 5-8 Medium Varved Alternahng laminations o( clay, silt and !or fine
Medwm Dense 9-75 Rather SuH gramed sand, or colors ihereo(
Dense 16-30 Sirff Dry Powdery, no noticeable water
Very Dense Over 30 Very Stiff Moist Below saluration
Standard "N° Penelratwn : Blows Per Foot of a 140 Pound Hammer Wet Saturated, above liquid limit
Falling 30 mches on a 2 mch OD Splil Walerbearing Pervious soil below water
Bartel Sampler
RELATIVE GRAVEL PROPORTIONS RELATIVE SIZES
fONDITION TERM RANGE Boulder pver 12°
Coarse Grained Soils A little gravel 2- tq% Cobble 3" - 12"
With gravel 15 - 49% Grovel
Fine Grained Soils Coarse 3!4" - 3"
15-29% t No. 200 A little gravel z. 7% Fine N4 . 3/4"
15-29% + No. 200 Wiin gravel 8 .29% Sand
Coarse K4 - 070
30°K + Np. Zpp A Iitde gravel 2- 14% Medmm 010 - A40
30% + No. 200 With grevel 75 - 24% Fine #40 .#Ipp
30% + nlo. 200 Gravelly 16. 49% Silt & Clay -M700, Based on Plasiicity
Sk-4 (84Q
CLASSIFICATION OF SOILS FOR ENGINEERING PURP05ES
? ASTM Designation: D 2487 - 85 SOIL ENGINEERING
+ (Based on Unified Soil Ciassification System)
GNeria }or Nei nin prou Soll CIUallieatlon
7 C P SymEOls anE 6rouD Nemen Usinp Lebpretory Tona?
Gmup
Gmup Namee
SYmbol
Ooeeroei'iremed Sotla firavele
More man 504b retemstl on More Itlan 50% coarse Cken Gnvela Cu24 sntl 7SCoS3E
lsss tnen 5% hms° 6W Well preCetl prevel'
No. 200 aieve hsctbn reUln?d on
No. 1 eieve Cu < 1 antl/or 1> Cc ) 3E GP Poorly qntlsd qlavelF
Oravels with Firrea c Fines cle?siy es ML p MH pM gim, Qr?lF,ar
More then 72% tines
Pines cleasiy es CL or CH GC Clayey ravel`•"
Santls Cban Sends 6
50% or more o/ coarae Cu> 6 ene 1SCoS3 SW Welbpradetl ?and'
Iraction lOse than 5% lirys°
Gssses No.
1 Cu< 6 anE/or 1 J Cc )3E
?ievs SP Poorly Qratlad aend'
Sands wllh Fines Firiee claasiy as ML or MH SM Silty senE°.m.r
Mors then 12% fines°
Flnea tleasiy u CL or CH SC Clayey cantlo.",'
Flna-Orslnpd Soll¢ SIIIS arM Clayo I
50% or more pesces Ma LiquiE Iimit bse Man b0 norganrc Pi >7 °^d Clok on a aEove CL Leen cleykLw
No. 200 sieve ••A'• Ifne'
PI (4 a plob Debw ••A•• ML SIIIKtr
linei
oryenic LfquiA limil . pyen Or'eE
<o.?s oL oroanm el,yR?.M.N
Lqua umn • rwi ar.a orpenk .inuM.o
Silts anE Cleyn Inwpanic PI pbta on or apove •.A" lins CH Fal eleyA.L.M
Liqultl hmit 50 or more
PI pbts bebw •.A•' lina MH Eleelic siltRi.u
orgenit Llquitl ilmit • ovan tlrre0 OH Orpamt clayKCM.°
Llpuitl limq - <0.75
nrot tltlaE
OrqeNC ailtm t w•o
Hiphly orqenic moils P„"
Fibric Peat ) 67°,6 FiberS Y wBank maner, tlerk In coia, antl orgenic oAOr PT Peat
Hemic Peat 33%-67% fibers
Sapric Peat < 33% Fibers
?BUNO en iM m?urud Ownp tM 31 (7bmm) D" 12 aM INW YTpb MnGiny CopONs Or ppultleri, M pp?h. 4pd
ECV . p? Jp 0?? AtnrM.p umits plp? In IutMw uN. wi b? Cla1t.
W111 ttEDN3 Of DWiOlR. IX OOM" b V?WG NTl. 010. DOJ fIIIy CIaY.
'Gnvsh eitn 5 to 12% hroe rpurt. tluai rympWS. f Ktt wll mnlaine 15 b 2996 plva No 200. AyE 'MNh YnE••
CW {iM wlllqraEttl p,wl vn, tiM1 x wa aom.w415as ..m..ee •wim aoa° ro orow a'\vil1, prMl:' MkMva? s qaEpmM,nt
GWGC.n9raOSE pnWl whh CbY rom L ttull ron161ru13096
O Wus m 200, pMpTinNtly Ynp.
CP(3M V?N P?Oee qnwl w?l? ?IM M flrw clWiry ?s Cl#Il. W tlwl sYT? 6C-0M. p ?AE "xeqy• la le preup nart?.
GPGC o,,rry pnaa p..vei wnn ciaY sGSM "M "l conum823096 Pka No. 200. pMpnnynlly
DSAMt MM11 S tO 129k TM\ IaO M fl- V? ??K• ?'?h apsnic finey" to qrq?p pnvll, oya "pnMlty.• lo prwp neny.
?i?1 CY?I t?m1?0?6: NI?Il.
SW.SM MI4pllE1O Y11E WItII {III HPt2i a114 OIOIf M OI abPI! - A•• 11rl!
SW.SC vnliqreGE uM .im e4Y ?tl soll omuone Zt5% qr"i. hE "wim pnwi" lo qrpry 'Pt <4 p PbR Mbw ••A.- Ilro.
SP.$M poply pre0etl tenE "h till M?. PPI 0lOtS on aaDwe ••A•• Ilm.
SPSC 7oorW 7rWSC unE rilh Clry 'PI PWb Dsbw •,A.. Frro.
SIEVE aN<LTSiS 6p
fcn, cn -u srtv[ wo Fo, Uoss,t¢ation oT fmt- romeE sails
? x rv. ? x g I .o xo .a w I.o I eo an me- vrm ne r
?oo i oc on o<oa se-a routed
i
M SO so f /
I .?.. Eowifion of W -line
?so ro o x Horuontal of iI-< to LL-25 S.
n ' ? = o w tMn PI-0730.L-201
•?J? `j` „p?,
= EQVOfiOn 01*U"-bM
< ?? ? . .a r Vbfi[al ot Ll•161oPI•
30 T /
tAm02-09(LL-8) _ I ¢ ~ /
E 6O F V /
j • 2
, IUb- lSmm W
I i e < 20
so y 6 / 8
` o ? o.?-ea,? ?• G?, MH OH
o ? io
.oo T _
.0
? + 10 o. „o _ ML«?OL
PARTICLE SIZE IN MILLIMETEHS ?
C."Dyo[?•OD D•?iy 10 1620 ]p 10 SO 60 70 BO 90 100 u0
V LIOUID LIMIT (LL)
: (66-o) C1111?7 CItY tQSClryq .
?oorm.