3390 Coachman Rd - Report of Surface Exploration ProgramREPORT OF SUBSURPACE EXPLORATION PROGRAM
PROPOSED CONVENIENCB SHOPPING CENTER
YANREE DOODLE ROAD AND COACHMAN ROAD
BAGAN, MINNESOTA
#4220 87-673
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May 19, 1987
Bill Henning & Company
8050A East Highway 101
Shakopee, MN 55379
Attn: Mr. Bill Henning
?.: Cwin cino testinq
corporation
662 CROMWELL AVENUE
ST. PAUL, MN 55114
PHONE 612/645-3601
SUBJ: Subsurface Exploration Program
Proposed Convenience Shopping Center
Yankee Doodle Road and Coachman Road
Eagan, Minnesota
#4220 87-673
' Gentlemen:
We have conducted a subsurface exploration program and foundation
' review for the referenced project. We are transmitting five
copies of our report. This work was carried out in accordance
with your verbal authorization dated May 1, 1987.
' About 50$ of the soil samples will be held at this office for one
month and will then be discarded unless we are notified to hold
them for a longer period of time.
' We trust this report will provide you with the needed
information. If questions arise concerning interpretation of the
, data, please contact us.
Very truly yours,
'
Steven D. Koenes, P.E.
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AN EOUAL OPPOfIIUNITV EMPLOYER
TABLE pF CONTENTS
Paqe
INTRODUCTION ..............................................
Scope of Work ........................................ ]
EXPLORATION PROGRAM RESULTS ............................... 2
Site Conditions ...................................... 2
Subsurface Conditions ................................ 3
Ground Water ......................................... 4
ENGINEERING REYIEW ........................................ 5
Project Information .................................. 5
Discussion ........................................... 6
Site Preparation ..................................... 6
Foundation Recommendations ........................... 7
Floor Slab Support ................................... 8
Preparation of Pavement Areas ........................ 8
Site Drainage ........................................ 9
OBSERVATIONS AND TESTING ......:........................... 9
ENVIRONMENTAL CONCERNS .................................... 10
FIELD EXPLORATION PROCEDURES .............................. 11
Soil Sampling ........................................ 11
Soil Classification .................................. 11
STANDARD OF CARE .......................................... 12
Appendix
Logs of Test Borings
Sketch
General Notes
Clas5ification Sheet
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REPORT OF SUBSORFACE E%PLORATION PROGRAM
PROPOSED CONOENIENCE S90PPING CENTER
YANREE DOODLS ROAD AND COACH!!AN ROAD
BAGAN. MINNESOTA
#4220 87-673
We understand thaC the proposed construction will be a one-story,
slab-on-grade structure. The proposed building will have
approximately 14,000 square feet of floor space, with the floor
WvR ti mast --
at an elevation of 851' . The s i t e is located at theasoMWINEsIt-
corner of the intersection of Yankee Doodle Road and Coachman
Road in Eagan, Minnesota.
Scope of Ulork
In accordance with your verbal authorization dated May 1, 1987,
we have conducted a subsurface exploration program for the
proposed building construction. The scope of our work on this
project is as follows:
iv aan cxY testu'1q
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#4220 87-673 - Page 2
1. Explore the subsurface conditions by means of two
stahdard penetration test borings.
2. Provide recommendations -for site preparation for
support of the foundations and floor slab.
3. Provide recommendations for foundation support,
including foUndation types and depths, allowable soil
bearing pressures and estimates of settlement.
4. Provide recommendations for preparation of pavement
areas.
The purpose of this report is to describe our field operations,
to present the results of our field tests and to provide you with
our engineering recommendations.
6XPLORATION PROGRAM RESOLTS
Site Conditions
The building will be located at the ?????C??? orner of the
intersection of Yankee Doodle Road and Coachman Road in Eagan,
Minnesota. The site is generally grass covered with a wooded
area just north of the boring locations. Also, the general site
topography is very hilly. The surface elevations at the boring
locations are 856.5' and 862.4', referenced to T.B.M. with which
you provided us, as shown on the attached site plan.
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Subsurface Conditions
The subsurface conditions encountered at each test location are
shown on the attached boring logs. We wish to point out
subsurface conditions at other times and locations on the site
may differ from those found at our test locations. If different
conditions are encountered during construction, it is necessary
you contact us so our recommendations can be reviewed.
The test boring logs also indicate the probable geologic origin
of the encountered soil.
It will be noted from the boring logs that a typical soil profile
consists of a layer of topsoil underlain by layers of clay, sand,
and clayey sand.
The layer of topsoil is about 3 1/2' thick at the boring
locations. This soil consists of silty clay, which varies from
dark grayish brown to dark brown in color. The N values indicate
that this soil is soft in consistency.
Underlying the topsoil is an alluvial deposit consisting of silt,
lean clay, and sand with silt. The silt and lean clay are
categorized geologically as fine alluvium. The silt deposit only
occurs in boring 2 and extends from an elevation of about 859' to
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#4220 87-673 - Page 4
about 8581. This soil is brown, moist, and very loose. The lean
clay which was encountered in both borings has a thickness of
about 1/2'. This soil is brown in color and as indicated by the
N values is medium in consistency. The deposit of sand with silt
(coarse alluvium) was encountered at boring 2, and extends from
an elevation of about 857' to about 854'. The N values indicate
that this soil is loose to medium dense.
The clayey sand glacial till containsa little gravel and extends
from beneath the alluvial deposits to the depth of the borings.
The N values obtained indicate it varies from medium to very
stiff.
Ground Water
The borings were probed for the presence of ground water after
drilling was completed. No ground water was encountered to the
depth of the borings. Secause the till soils are impervious, a
longer observation period is necessary to more accurately
evaluate ground water conditions. Seasonal and annual
fluctuations of the ground water level can be anticipated.
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BNGINEERING REVIEW
Project Information
The following data represents our understanding of the project.
It comprises an important part of our engineering review. If, as
the project develops, there are changes from the stated values,
we request you contact us for additional review.
We understand that the proposed structure will be a one-story,
slab-on-grade building utilized as a shopping center. The
finished floor level will be at an elevation of 851'. The
building will contain about 14,000 square feet of floor space.
Also, we understand that a parking lot area is to provided as
shown on the attached sketch. The higher elevation area to the
north of the site will be excavated to a 3:1 (horizontal to
vertical) back slope.
We have assumed typical wall loads will be 3 to 6 kips pex lineal
foot and column loads will not exceed 100 kips per colUmn. These
are general loadings upon which we have based our
recommendations. If different building loads or development
plans are expected, it is important that you contact us for
additional review and possible modification to our
recommendations.
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Discussion
Zt is our opinion that when the required excavation to reach the
desired finished floor level (8511 ) is completed, the exposed
glacial till soils will be adequate for supporting the proposed
construction. It is also our judgment the proposed building can
be supported on spread footing foundations.
Site Preparation
In preparation for construction of the building, it will be
necessary to excavate the existing soils down to an elevation of
851'.
We anticipate the natural soils at this elevation will be
suitable for building support. However, where removal of
unsuitable soils requires placement of controlled compacted fill
to reach foundation elevation, the excavation must be oversized
laterally from the planned outside edge of the footing a minimum
distance equal to the depth of fill placed beneath the footings
at that location (i.e., 1:1 oversize). This may be necessary in
the extreme west end of the building. All fill placed within the
building area should consist of inorganic granular material
compacted in thin lifts to a minimum of 988 of the maximum
density determined by the standard Proctor (ASTM: D698).
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Foundation Recommendations
It is our opinion that the proposed building can be supported on
spread footing foundations, after the site is prepared in the
manner described above. We recommend the maximum allowable
bearing pressure be limited to 2000 psf (pounds per square foot).
The value is limited by the medium to rather stiff clayey sand at
boring 1.
For foundations constructed in this manner, we anticipate that a
factor of safeLy of about three will exist against an actual
shear failure. The total and differential settlements will not
exceed 1" and 1/2", respectively.
All exterior footings in heated areas should be extended to a
depth of at least 42" below planned exterior grade. Interior
footings in heated areas can be placed at a minimum depth below
the floor slab. For foundations placed in unheated areas, they
should be extended to a depth of at least 60" below planned
exterior grade.
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#4220 87-673 - Page 8
Floor Slab SuDoort
Preparation of the building area as discussed above will aiso
prepare the site for floor slab support. We recommend providing
a minimum of 6" of free draining sand immediately below the floor
slab. This sand cushion will serve as a capillary moisture break
between the slab and subgrade.
Preparation of Pavement Areas
For preparation of the pavement area we recommend removing all
organic soils within the upper 3' of subgrade. Where fill is
required, we recommend nonorganic on site soils be used. The
sand with silt and clayey sand would be the preferred soil types.
The clayey sand is more difficult to compact and may require
drying if moisture content is too high. Fill placed in the upper
3' of subgrade should be compacted to 1008 of standard Proctor
density and the deeper fill should be compacted to 958 of the
above standard.
The site soils are frost susceptible and may therefore expand and
cause frost heave durinq the winter months. A reduction in
strength will also occur upon thawing. On soils of this type you
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#4220 87-673 - Page 9
may wish to consider full depth asphalt design for the pavement
section.
Site Drainage
Since the site soils are rather slow draining material and do
have frost heaving potential, it is important that good drainage
be provided away from the building paved areas. Your final site
grading should take this into account. If inadequate surface
dLainage occurs, you can anticipate more severe frost heaving
problems and premature failure of the pavement.
OBSERVATIONS AND TESTING
The soil conditions can and often do vary from conditions
encountered at the boring locations. Because of this, we
recommend a geotechnical engineer be retained to observe the
bottom of excavations prior to any fill or foundation placement.
Also, density tests should be taken in any compacted fill placed
within the building a=ea and also in pavement areas.
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ENVIRONMENTAL CONCERNS
At your request, we have reviewed the soil conditions founded at
the site with respect to possible contaminants that may exist.
Our standard procedures for classifying soils and reporting data
include a visual observation of the samples along with checking
for odorous materials that may indicate chemical or petroleum
products pollution. If any chemical or petroleum product
pollutants are determined to be present using this method, the
depth where the material is encountered is noted on the boring
logs.
No pollutants were detected during our exploration program. The
soil profile encountered also indicates natural soil conditions
with topsoil at the surface underlain by natural mineral soils.
No fill soils were encountered at the boring locations.
Based on review of the available boring information, it is our
judgment the probability of finding severe levels of pollutants
on the site is very remote.
#4220 87-673 - Page 11
FIELD EXPLORATION PROCBDDRES
Two soil test borings were put down on May 6, 1987. These
borings were put down at the locations indicated on the attached
site plan. Surface elevations were referenced to the top of the
manhole positioned as shown on the attached sketch, referenced at
847.79', an elevation supplied by you.
Soil Samplin
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 weiqht falling 30". After an initial
set of 6", the number of blows required to drive the sampler 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.
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
2487-83 and D-2488. Representative portions of the samples were
#4220 87-673 - Paqe 12
then returned to the laboratory for further examination and for
verification of the field classification. Logs of the borings
indicating the depth and identification of the various strata,
the N value, water level information and pertinent information
regarding 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 CARS
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.
This report was prepared by:
Edward R. B e,
Geotechn' al Engineer
This report was reviewed by: ?-'0 x;,.?/
Steven D. Koenes, P.E.
Proofread b y?/']`fTj??? I?'???" p????a?
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onder fhp lawa of? StaH of Mimnofe.
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LOG OF TEST BORING
Jos No. 4220 87-673 VEFTICAL SCALE 1 - 3 BORWG NO. 1
PROJECT PROPOSED CONVENIENCE SHOPPING CENTER EA A
DEPTH DESCRIPTION OF MATERIAL SAMPLE LABORAT ORY TE STS
IN GEOLOGIC L_L.
FEET SURFACE ELEVATION 856. 5' ORIGIN N WL NO NPE W 0 P.L. Qu
SILTY CLAY, dark grayish 6rown, TOPSOII
soft (CL-ML) 2 1 SB
3 2 56
4
LEAN CLAY, brown, medium (CL) FINE
ALLUVIUM *
52
27 3 SB
CLAYEY SAND W/A LITTLE GRAVEL,
TILL 4 SB
brown, medium to rather stiff,
a few lenses of silty sand below
about 12' (SC)
7 5 SB
6 6 SB
7 7 SB
13 8 SB
16
End of Boring
*2 + 25 (Encounter of piece
? 0.5 T-5 of gravel at 51')
WATER LEVEL MEASUREMENTS START 5-6-$7 COMPLETE 5-6-87
S
D CAS E
I DEPTH BAILED DEPTHS L'EVEL METHOD HSA 0' 141. ? 3:10
OATE TIME DEPTH O
P
TH
to
5-6 3:10 16' 14P 16' ta Npnp
5-6 3:15 16' None 7" ta
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[esC?nq
SE 12 (17-8)-3
twin cittir
?orpmaration
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LOG OF TEST BORING
Joa No. 4220 87-673 VERTICAL SCALE 1 = 3 BORING NO. 2
PROJECT ' PROPOSED CONVENIENCE SHOPPING CENTER -,EAGAN MINNE T
DEPTH DESCRIPTIpN OF MATERIAL SAMPLE LABORATORVTESTS
IN
FEET
Sl1RFACE ELEVATION 862.4 ' GEOLOGIC
ORIGIN
N
WL
NO.
TYPE
W
0 L.L.
P.L.
Ou
SILTY CLAY, dark grayish brown TOPSOIL
to dark brown, medium to soft 5 1 SB
(CL-ML)
2 56
3
SILT, brown, moist, very loose FINE 4 3 SB
4 ML ALLUUIUM
LEAN CLAY, brown, medium, a few
lenses of silt (CL)
52 4 SB
7
SAND W/SILT, fine grained, brown, COARSE 5 SB
moist, loose to medium dense, a ALLUVIUM
few lenses of silty sand (SP-SM)
6 SB
8
12
CLAYEY SAND W/A LITTLE GRAUEL, TILL 7 SB
brown mottled, stiff to very
stiff (SC)
16 8 SB
20 9 SB
27 10 SB
48 11 56
21
End of Boring
WATENLEVELMEASUREMENTS STAR7 5-7-87 COMPLETE 5-7-8
DATE TIME SDEPTND DEGTH DEPTH BAILEDDEPTHS ,LEVEI METHOO HSA 0' - 192' ? 9:20
to
5-7 9:20 21' 19?' 21' +o Non
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5-7 9:25 21 None 114 to
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LWO " 11?1114-T ?-- .y
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I 1E TO THE REDUCTION OF 7'FE ORIGNAL SKETCH
iE SCALE IS APPROXMATELY 1"-BO'.
JOB NQ. 4220 87-673
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GENERAL NOTES
DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS
SYMBOL DFFINITION SYMBOL DEFINITION
HSA 3 1/4" I.D Hollow Stem Auger W Water Content -% of Dry Wt. - ASTM D 2216
_FA 4", 6" or 10" Diameter Fhghl At ger D Dry Densrty • Pounds Per Cubic Foot
_ HA 2", 4" or (i' Hand Auger LL, PL ' Liqwd and Plastic Limil - ASTM D 4318
_ DC 2 112", 4°, 5" or 5" Sieel Drive Casing
Additional InsertionF in LdSf COlUfI'1n
_RC Sizr A, B, or N Rotary Cacing
PD Pipe Driil nr Cleanout Tube Qu Unconfined Comp. Strength-psf - ASTM D 2166
CS Continuou> Splif Barrri SamplinR Pq Penetrometer Reading - Tons/Square Foot
DM DrillinR Mud Ts Torvane Readmg - Tons/Square Foot
IW lettmg Water G Specifi[ Gravity . ASTM D 854
SB 2" O.D. SpLt Barrel Sample SL Shnnkage Limrts - ASTM D 427
_L 2 112" or 3 1!2" O.D 58 Lmer Sample OC Orgamc Conrent - Combustion Method
_T 2" or 3" Thin Walled TuAe Sample SP Swell Pressure - Tons/Square fooi
3TP 3" Thin Walled Tube (Pitther Sampler) PS Percent Swell
_TO 2" or 3" Thm Walled TuAe IOsterberR Sampled FS Pree $well - Percent
W Wash $ample pH Hydrogen lon Content, Meter Method
B Bag Sample SC Sulfate Content - PansfMillion, same as mglL
P Test Pit Sample CC Chlonde Content - Parts/Million, same as mglL
_ Q BQ, NQ, or PQ Wveline System C. One Dimensional Consolidation - ASTM D 2435
_X AX, RX, or NX Double Tube Barrel Q1' Triaxial Compression
CR Core Recnvery - Percent D.S.' Direci Shear - ASTM D 3080
NSR No Sample Remvered, dassdication based on action of K' Cceffioent of Permeability •[m/se[
dnlhng eqwpment and/or matenal noted m drillmg fiwd D' Dispersion Test
or nn samphng bit DH` Double Hydrometer - ASTM D 4221
NMR Nn Measurement Remrded, pnmarily due tn precence MA' Patlide Size Analysis - ASTM D 422
o( drillinR or conng jlwd. R Laboratory Resisliaity, in ohm - cm - ASTM G 57
? E'
` Pressuremerer Deformation Modulus - TSF
Water Cevel Symbol PM Pressuremeter Tesi
VS` Field Vane Shear - ASTM D 2573
IR" Infilimmeter Test - ASTM D 3385
RQD Rock Quality Designation - Percent
• See attached data sheet or graph
WATER LEVEL
Warer levels shown on the bonng logs are the levels measured in the bori ngs at the hme a nd under the conditions indicared. in sand, the ind¢ared
ievels may be considered rebable ground wacer levels. In day soil, it ma y not be possible ro derermine the ground water level withm the normal
nme reqwred for cest bonngs, except where lenses or layers of more pervious waterbeanng sod are present. Even then, an extended penod o£
time may be necessaryto reach equili6num. Therefore, the position of the water level sym6ol for cohesrve or mixed texture soits may not indicate
the true level of the ground water table. Perched water refers to water above an impe rvious layer, thus impeded in reaching the water table.
The avadable water level information is given at the bottom of the log sheet.
DESCRIPTIVE TERMINOLOGY
DENSITY CONSISTENCY lammation Up to 1!2" th¢k stratum
TERM "N" VAWE TERM Layer 7/2" to 6" thick svatum
Very Loose 0.4 Soh Lens 1!2" to 6" discontinous stratum, pockel
Loose 5-8 Medium Varved Alremating laminations of day, silt and !or fine
Medium Dense 9.15 Rather StiH grained sand, or colors thereof
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Dense 16-30 Suff Dry Powdery, no nohceable water
Very Dense Over 30 Very Stiff Moist Below saturation
Standard "N" Penetration: Blows Per Foot of a 140 Pound Hammer Wet Saturated, a6ove liqwd limit
falling 30 mches on a 2 inch OD Sple Waterbeari ng Pervious soil below water
Barrel Sampler
REL4TIVE GRAVEL PROPORTIONS RELATIVE SIZES
CONDITION TERM RANGE Boulder Over 72"
Coarse Grained Sods A Irttle gravel 2- 14% Cob61e 3" - 12"
With gravel 75 - 44% Gravel
Coarse 314
" - 3"
Fine Grained Soils Fne 44 - 3!4"
15Q9% + No. 200 A httle gravel 2- 7% Sand
15-29% + No. 200 Wrth gravel 8- 29% Coarse k4 • X10
30% + No. 200 A little gravei 2- 14% Medwm p10 - 1t40
30% + No. 200 Wrth gravel 15 - 24% iine it40 -#200
30% + No. 200 Gravelly 16 - 49% Silt & Clay -8200, Based on Plasticity
SE-6 (84C)
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CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D 2487 - 83 SOIL ENGINEERING
(Based on Unified Soil ClassiTication System)
sai ciesefficatlon
Gilerle lor Aeeipnirp OrouP SYmDdt and 6rouP Nures UMny Laboratory Teete^ 6roup °
GrouD Nama
SymbW
Coarse-CraineE Soda Graveb Cban aravels Cu24 and 11CC13E GW Well graded qravelF
More then 5094 re[ained on More Man 50% coarte Leae tlien 5% finea°
No. 200 sieve hacUOn retained on Cu < 4 anElw 1> Ce > 3E aP Poorty gradeC greval°
No. 4 sbve
Grevek with Frree . Finea cWsity m ML a MH 6M Sllry grevelF,o,"
Mora inan 12% finas°
Finea clasaNy as CL or qi GC Clayey gravei°,o.H
Sande Cban Sarkda Cu> 8 and 1 SCeS3" SW Wall-gra0ed sand'
504b or more of ooa'ee Leae then 5% finee°
fracGOn paeees No. Cu < 8 andlor 1> Co > 3E SP PooAy gratletl cerM'
? ebw
SenM wilh Firres Flnea cWeiy as ML u MH SM Sttty aanC°•"•'
More tAen 12% finee°
Finan dassNy o CL tt CN SC Ciayey sand°•"'
Rne-Gramad Soda Sflb and Clays inorgank PI >7 and pbis on or eDOVe CL L99n W9yK4M
509b w more pasees tne L'puid Nmlt bes than 50 "A" Ilnly'
No. 200 aieve
, PI < I a piote bsbw ••A•• AAL Si11KLr
lirwl
0lQBI11C LIGIIIE Illiln • OWli CI19C
(0
'? OL Ofq911IC CI9?M,N
LpuW Iimfl - rrot tlrlsd Orpank aiftK4V.0
Sika and Cleys kwwic PI pbts on or abora "A" fine CN Fet clayKLM
l'puid hmit 50 a more
PI plon Eelow "A" lins MH EI88IIC 6ilIK4w
0198f11C UQUId lIf11R • OV811 dflBd <0
75 OH O108lIK GByKLY'P
.
LpuW hmit - not drieA ?u,o
OtganiC Sd[K
HigNy orgenic eada Primeriy wqank mattar, dark In aaor, entl organie oeor PT Peet
Fibnc Peat >'67$ Pibers Hemic Peal 33%-67% Fbers Sapric Peat < 33% Fibers
A BeasE on Mt nutrriN Wµnq IM Sln. p5mm) uwe. (D
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Btl Mltl xm7b eonlein'E aoObN? or bouldm, w baM, aCE
..
" »
Cu . Dw A10 Ct .
???Y??
wnn coEWS w Douken, a boNi
ro
0=D Nm+
CGrewb MM 5 tp 12%hnp MquiN Ouel symbah: FX Wil canWne215%rnE. dp'YAM suW" tp Oroup
GW-GM wNFqqdep pnvN wltti sItt MM.
OWGC rnl4qraCaL provN wM CaY aM flna NWTy u d.#IL, we Ewl rymbd OGOM. a
GP13M powrlr qrWStl pnwl wM sitt gC.gy.
GPGC poorh' 9ratlsE Orml wHh cIM' "l! Wnw m orpMk, tld'WIN apenk finss" lo ¢ouP
DSeMe Nft 610 13% finss rW Wn tlwl symEdr Mms.
SWSM wNFpreEeO senE wiM sitl 'If soil CanWm 2.75%pmN. etlE'WM Yrsvel" b Yrou7
SW-SC wWlqratled eerM niU daY nams
SP-SM 7ODrtY 0/sESO wnJ wiN silt
SP-SC GooM 9rbstl uM MM tley
SIEVE 4HfLYS15 ' w
I SC11[Fx-IN I SI[Vf A.
i
100 ? s1a i¢ q .o zo .a w i.a
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PpRTICLE SIZE IN MIILIMETERS
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