HomeMy WebLinkAboutGeotechnical Information
, .
CG'~f21'~Y\~
GEOTECHNICAL EXPLORATION PROGRAM,
PROPOSED SUPERMARKET NEAR
TORONTO AVENUE AND TOWER STREET
PRIOR LAKE, MINNESOTA
**4112 89-170
'i9J ~~~~ ~lnQ
,
tWin city testlnQ
corporat:lOn
SUITE 220
1355 MENDOlA HEIGHTS ROAD
MENDOlA HEIGHTS, MN 55120
PHONE 6121452-9490
September 18, 1985
Neil Boderman & Associates
12800 Industrial ~ark Blvd
Plymouth, Minnesota 55441
Attn: Mr. Neil Boderman
Subj: Geotechnical Exploration Program
Proposed Supermarke~ near
Toronto Avenue and Tower Street
Prior Lake, Minnesota
#4112 89-170
Gentlemen:
We have completed a subsurface exploration program and foundation
review for the proposed supermarket to be located just northwest of the
intersection of Toronto Avenue and Tower Street in Prior Lake,
Minnesota. We are sending you five copies of our report. This work
was conducted in accordance with our quotation dated August 18. 1989
and revised September 7. 1989.
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.
Twin City Testing Corporation appreciates the opportunity to be of
service to you on this project. Please call Bill Lawyer at 641-9379 or
Ron Shaffer at 452-9490, if you have any questions regarding this
repor~.
Respectively.
Twin City Testing Corporation
William L Lawyer, C.E.
Senior Geotechnical Engineer
Enclosures
WLL/sal
A member 01 Ihe I HI H I group 01 companieS
~""",,_,."",_""_,>_.~,,~~,''''___C''_~____
GEOTECHNICAL EXPLORATION PROGRAM
PROPOSED SUPERMARKET NEAR
TORONTO AVENUE AND TOWER STREET
PRIOR LAKE, MINNESOTA
#4112 89-170
l....S) I..NT.Ro Tin C:T ION
L.J P~t lnformat.i nD
We understand you are planning to construct a supermarket just
northwest of the intersection of Toronto Avenue and Tower Street in
Prior Lake, Minnesota.
In accordance with your acceptance of our
August 18, 1989 (revised 9-7-89) quotation, we have performed a
geotechnical exploration program.
A pre-purchase site assessment has
also been conducted as is being sent under separate cover.
1.2 ScnDp. of Services
As noted in our quotation, our geotechnical work scope for this project
is limited to the following:
1. Explore the subsurface soil and groundwater conditions by
means of six (6) standard penetration test borings to
nominal depths of approximately 15'.
2. Perform a few laboratory tests to aide in classifyins the
soils and help assign engineering properties to them.
3. Provide a written report which includes logs of the test
borings, a sketch indicating boring locations and reBults
of our laboratory tests. In addition, engineering
'~ ~~ r:=~1:Y ~lI::.~lnQ'
~4112 89-170 - Page 2
recommendations
depths, grading
soil bearing
settlement will
regarding possible foundation types and
operations in foundation areas, allowable
capacity and estimates of foundation
be provided.
The scope of our work services also includes a pre-purchase site
assessment. Separate copies of this report as being sent to you.
, _ ~ Purpose
The purpose of this report is to present the results of our field
exploration program along with the associated engineering review.
1_4 ChanpP. nf Scope
Due to soil conditions and surface conditions encountered, the test
borings were taken to depths greater than the 15- first estimated.
Also, due to soft ground conditions boring 3 was omitted.
2_0 EXPLORATION PROGRAM RESULTS
~ ~P.~~ Borings
The soil test borings for this project were put down on September 8 and
11, 1989. They were put down at the approximate locations shown on the
attached sketch (Plate 1).
The surface elevations at the boring locations were referenced to the
. i9J ~~~. ~~ test:lnQ
-
-
~4112 89-170 - Page 3
-
toP of the fire hydrant located near Toronto and To~er. The location
of this temporary benchmark is shown on the attached plate 1. This
elevation ~aS taken as 100.0', an assumed elevation.
\
~ 2 Site Canditin~
The proposed
intersectiOn of Toronto Avenue and To~er Street in Prior Lake.
building site
is located
just northwest of the
Minnesota.
Block 1. Brooksville Center Second Addition. Scott County. Minnesota.
The legal description of this property is lots 2 and 3 of
Based upon visual observations and surface elevations at our boring
locations, the site topographY generallY slopes do~nward from the
northeast toward the southwest.
numerous fill piles indicating higher elevations and ~amps, s~amps,
The site is characterized by both
~etlands and pond areas in the lower elevations.
2..,.3 SnbsnrfRce cond1tio~
The subsurface conditions encountered at each test boring location are
illustrated on logs included in the appendiX- We ~ish to point out
that the subsurface conditions at other times and locations on this
site maY differ from those found at our test locations. If different
conditions are enoountered during construction. it ie necessary that
yoU contact us so that our recommendations can be revie~ed. The test
boring logs also indicate the possible geologie origin of the
materials encountered.
L
-Iij ~~~-
\
~4112 89-170 - Fage 4
\
The generalized soil profile. based upon the five (6) borings. can be
characterized by surficial fill underlain by
alluvial (water deposited) soils.
highlY stratified
The fill soils consist of mixtures of silty sand. clayey sand, sandy
lean claY. sand. silt and peat. These soils vary in color from dark
brown to black. The recorded "N" values ranged from 2 blowS per foot
to 16 blowS per foot. The depths of fill ranged from 5-1/2- at boring
~6 to 11" at boring ~5.
DirectlY below the surficial fill highly variable. stratified deposits
of coarse, fine and mixed alluvial soils are found. Recorded "N"
values in the materials, excluding very soft lean clay layers ranged \
from 7 blows per foot to as much as 23 blows per foot. In the lean
clay deposits. blow counts on the order of 1-1/2 to 4 blowS per foot
were indicated.
These soft clay layers were in borings 4 and 5.
? 4 W~ter Level ObservRtions
Observations for subsurface water were made at the borings during and
immediately after the drilling operations. The times and levels of
the water measurements are shawn on the attached boring logs.
Groundwater was encountered at depths ranging from 1- at boring 5 to
6- at boring 6. These represent elevations ranging from about
.~ ~~~.~~
#4112 89-170 - Page 5
It should be noted thAt the interbedded clay layers found at the ~ite
are rela~ively impervious. Therefore. extensive periods of time~re
e~ation
fro~3' to
80' .
However, typically the water
elevation 93' to
elevations ranged
94', based upon our assumed elevations.
necessary to determine accurate measurements of groundwater levels.
This period OT time is typically longer than the duration of a normal
soil boring program.
If more accurate determinations of groundwater are necessary, long-
term observations by series of piezometers or open bore holes would be
necessary.
Also, we wish to point out that the boring program was
Therefore, the water
performed during a relatively dry period.
measurements are probably not a true indication of the normal
groundwater level.
The groundwater level should be expected to
fluctuate both seasonally and annually.
~ 5 T..~norato""V Test 'P'Y'(''lgr.am
,/
To aid in characterizing the engineering
properties of
the Boils, we
have evaluated the moisture oondition of a few selected Boil samples.
The results of these tests are given on the boring logs opposite the
samples upon which they were performed.
'~ ~~. c::!~ ,--=-~lnQ
". ~~._-..",-"...".....,_""'"'
~4112 89-170 - Page 6
.a.. 0 ENG I NEERI NG REV T F\o.l
~, ~~t, ~
The engineering recommendations made in this report are based on our
understanding of the project as described in the following paragraphs.
The recommendations are valid for a specific set of project
conditions. If the characteristics of the project change from those
indicated in this section, it is necessary that we be notified 50 that
we can determine whether the new condi~ions affect our
recommendations. -r~"" '" I 'b. "T"~~~
~"'~C)~ '"''''~1!. $e/l4"
We understand you are planning to construct a 150' x 200' supermarket
at the approximate locations shown on the attached sketch.
We assume
that the construction will be wood-framed, concrete slab-on-grade,
concrete/masonry wall and wood truss system.
Based
on this
information, we are assuming for purposes of this report, that the
maximum bearing wall loads will be on the order of 2 to 4 kips per
lineal foot and that maximum column loads will be less than 100 kips.
We have also assumed that the maximum ground floor slab loads will be
less than 150 pounds per square foot (psf). We also have assumed the
finished floor grade will be approximately 100'.
~ ~
~t;~~r design assumptions also include an
~,f up to 1-1/4" and a minimum factor
allowable total settlement of
of safety of 3 with respect to
shearing or base failure of the foundations.
'l9J ~~~t~nQ
#4112 89-170 - Page 7
.3-2 Discussion
In general, the borings indicate that spread footing and slab-on-grade
construction should be feasible.
The soft clay deposits found in
borings 4 and 5. the variability of the soil conditions encountered
and the existing fill over only potions of the site however, do
increase the risk of differential settlements.
-
The removal of the
deep fill and soft clays along with the high groundwater table will
make construction more difficult.
Also, the exposed soils in the
excavation bottoms will consist of silts and silty sand. These soils
are easily disturbed by construction traffic, especially in the
\~presence of water. To help minimize the amount of excavation required
~;I It ,...
preloading of the site could be performed. A preload coulp also help
-
reduce +'hco ri.sk diffpT"pnt,ial settlemCOr'l+C".
~ J.. ",.IJ. ...1.,....... -- . ~
4:.
~Qf As a third alternative, we suggest relocating the building to the area
~ of boring 6 where additional exploration may likely indicate less site
preparation.
3 3 Site PT"poaration
,
,o~
t 3.31 EXr.;:wMt.iQ.n - Nn Pre load
Site
preparation
for
building construction should consist of
excavating all of the surficial fill and soft alluvial soils from the
site.
Due to the highly variable nature of the soils, the depth of
'~ ~~~ ~~ testlnQ
\ .
excavation must be determined
in the
table 1 indicates our ~stim~te~
construction.
The following
\ excavation depths at our five boring locations.
\
~4112 89-170 - Page 8
field at
the time of
TABLE , _ ESTIMATpn E)(CAVATION nEPTHS .
\
\
ESTIMATED
EXCAVATION
DEPTH. fL
7-1/2
8
16-1/2
15-1/2
5-112
BORING
lliJMBEE
1
2
4
5
6
SURF ACE
EL"RV AT 1 Clli
101. 9'
98.2'
100.9'
93.9'
9B.O'
ESTIMATED
EXCAVATION ET~VATION
94.4'
90.2'
84.4'
78.4 '
92.5'
Special care should be taken so that the full lateral extent of the
soft clays (borings 4 and 5) is removed.
'V
l~~' E><CRVRt. ; Ql' Will'l Pre 1 Qad
If time allows. an Qption in lieu of removal of the deep. soft clay
1
I
found in boring 4 would be to preload the site. Thia preload OQuld
also help reduce the amount of differential settlements of the
proposed structure.
If this option is utilized. we recommend placing an additiQnal 5' of
fill over the extent of the proposed building pad. (The extent of the
preload could be reduced if boring 3 and additional borings indicate
the soft clay is more localized.)
This preload shkould extend
Thl
laterallY beyond the edge of the building pad 10' on all aides.
fill heights should be 5- above finished floor elevation.
\
.~~~~~nQ
~~'AO""",,,,"~_._,"_",",,,.,..,"..,._,..-'H-'" -
~4112 89-170 - Page 9
If the site is preloaded. the softer clays (N=4l found in boring 4
could be left in place. The following table 2 indicates our estimated
excavation depths utilizing the 0' preload.
BORING
IDJMBER
1
2
4
o
6
SURFACE
ELEV AT 1 ()~
101. 9'
98.2'
100.9'
93.9'
98.0'
TA'AT.F 2 _ ESTIMATl<'n EXCAVATION DEPTHS
ESTIMATED
EXCAVATION
Dl<'P'T'B, ft.
7-1/2
8
6-1/2
10-1/2
0-112
ESTIMATED
EXCAVATLON EJ,EVAT10N.
94.4-
90.2-
94.4-
78.4'
92.0-
We estimate that the preload will require approximatelY two months to
adequatelY consolidate (settle) the underlying soft clays.
This is
only an estimate. To more accuratelY determine the required time. it
is necessary that consolidation tests would be required.
\
\
~~'~.~ Ove~~1~1n~ and P,a~y.filli~~-Both OptiDns
We recommend that the excavation be properlY oversized a minimum
distance of 1" for each foot of fill required below the footing
elevation (i.e. a 1:1 oversize). This oversize should be increased in
the soft clay (borings 4 and 5) soils to 2:1. Please refer to plate
2.
Once the excavation is properlY excavated and oversized. we recommend
that it be refilled to grade using a granular fill material. Granular
_@$ ~~ .c~ncl
_...... ....-......-,..-....".- ",-,~'''''' --"---'--''''~'''^~~''''-'.'-''''--'-~-'"
~4112 89-170 - Page 10
soils with less than 15% passing #200 sieve are be the preferred type
fill for this project. However, in any areas where free water is
present, we recommend the use of a free-draining gravel material.
This gravel should contain less than 5% passing the ~200 sieve. Once
a working platform has been provided above free water, the sands could
then be used.
A portion of the on-site fill could possibly be used for this
engineered fill above water. However, we cannot judge the amount of
reusable fill, nor the feasibility of reuse. If reuse is considered,
then it is necessary that the excavator make his own judgment in the
fi'eld by either test pits or open excavation.
All fill supporting foundations should be placed in thin layers and
compacted to a minimum of 98% of standard Proctor density (ASTH:D698-
78) .
3- 4 Foundat.i nn Recommendations
It is our judgment that spread footing foundation construction bearing
on the engineered fill as described above can be utilized. We
recommend designing the foundation systems for a maximum allowable
bearing pressure of 2500 psf.
We recommend that all exterior footings in heated areas be placed at a
minimum depth of 48" below final exterior grade for frost protection.
. ~ ~~~ ~r=: testlnQ
."~_,"....m~,_""_.,,,~.'_~'h'"_~"'""";~"-"-""- ._--'"'.,.......,,_...._..~...~._"'".._~~"^'""---~
#4112 89-170 - Page 11
Interior footings, in heated areas, can be placed at a convenient
depth below the floor slab. Any footings required in unheated areas
should be extended to a minimum depth of SO" below final exterior
grade.
The loadings stated above, in our opinion, should provide a
theoretical factor of safety of three against shear failure and should
result in total settlements of less than 1-1/4" and differential
settlements of less than 3/4". If, however, the site is preloaded,
we estimate that total settlements should be less than 1" and
differential settlements should be less than 1/2".
~_~ Ground Flonr S'~~
The recorrunended site pr'eparation program given above should, in our
judgment, provide appropriate support for the floor slab. The upper
S" of fill below the floor, however, should be a clean, free-draining
sand with less than 10% passing the #200 sieve. This material will
minimize transmission of moisture through the slab through capillary
action. Also, in areas where floor coverings such as carpet or tile
will be utilized, we recorrunend installing a vapor barrier 2" below the
slab.
'~ ~~~, ~~~ test:tnQ
~4112 89-170 - Page 12
~_o GI~~~nd Construction Precautions
~~b ~
-0.'" y- ~c...'" (1.....
~ t".O
Based upon
elevations at our boring locations, and on visual
observations of the site, i~ may be possible to surface drain ponding
water from the site toward the southwest through the existing culvert
under Tower Street. If possible, surface draining of the site would
help facilitate the excavation procedures. Also, it should be noted
that the coarse alluvial sands found at this site were generally
waterbearing.
These
layers
are typically free-draining and
controlling groundwater entering into the excavations with sump-
pumping procedures may not be practical.
If, the amount of
groundwater entering the excavation does become excessive, more
elaborate dewatering may be required.
.. .
If minor amounts (less than 6" to 1') of water are still on the bottom
of the excavation after dewatering, we again recommended the use of a
coarse gravel in the free water areas.
We wish to also point out that the exposed soils will contain
appreciable amounts of silt materials.
These materials are highly
susceptible to construction traffic, especially in the presence of
groundwater. Therefore, we recommend using a backhoe or similar
equipment for the excavations.
If these soils are disturbed during
construction, they should be removed, and replaced with a controlled,
compacted fill material.
'~ ~~~"~t:Y ~lnQ
...,~",. ....._.."'._.~.~.-...._,.._....."._._...~_..,..........~.-.._-
~4112 89-170 - Page 13
These soils are also highly susceptible to frost disturbance. Once
again, if these soils due become frozen, they must be removed and
replaced with an engineered fill. In the event construction takes
place during freezing temperatures, we have attached a data sheet
(plate 3) concerning the precautions which should be used during
winter construction. Also, we have also included an attachment (plate
4) concerning excavation below and in water conditions.
5 n Mnni~nrin~ of Preload
If the preload option is
system consisting of four
monitored.
selected, we recommend that a monitoring
(4) settlement plates be installed and
p_O OBSERVATIONS AND TESTING
Due to the variations in soil conditions, we highly recommend that the
foundation excavations be observed and judged for soil suitability by
a geotechnical engineer prior to any fill or foundation placement. We
also recommend that a representative number of compaction tests be
performed in all fill soils placed at the site, to document that
proper compaction and moisture is being obtained. For convenience, we
have summarized the compaction requirements below in table 3.
.~ ~~~ c:~ty ~lnQ
<",-",-,~"~-",,,--,,---,,.,,,,^,,,,,,,,,,,,,-,<,,,,,,-,,,,,-,,-~-~.."-..,..,.,-..-.
-
-
-
~4112 89-170 - Page 14
\
-
"
IABl ,1" 3.~ II 1 MUM CO\'lP!\ CT T ON ""em" 1".M1"N T S
MINIMUM PERCENT OF
S,'J'ANDAl<D pl<OCTO?' Dt<:NS1TY
AEEA
98%
95%
Beneath foundation areas
Beneath floor slabs
E~terior Backfill. including
ext.erior utility trenches
95%
\
~H) EZl'-T.Ol(.; T 1 O~ PROC"D\lllE.S
\
W SQil- SaroD 1 ing
\
Soil sampling waS done in accordance with ASTM:D1586. Using this
procedure. a 2" O. D . sP 11 t barre 1 sampler is dr i ven into the so il by a
140 lb. weight falling 30". Aftar an initial set of 6". the number of
blowS re<;<uired to drive the sampler an additional 12" is known as the
penetration resistance or N value.
relative density of cohesionless soils and the consistencY of cohesive
The N value is an index of the
\
soils.
\
1... 2 So.:' 1 CJ.a c= <=1; U cat 1. on
\
As the samples were obtained in the field. they were visuallY and
manuallY classified by the crew chief in accordance with ASTM:D2487-8~
and D-2488. Representative portions of the samples were then returne'
to the laboratory for further examinatiOn and for verification of th
\
field classification.
Logs of the borings indicating the depth ar
-
L
_ij ~ ~ ~esl:Ir1Q-
f
\
-
~4112 89-170 - Page 15
identification of the various strata. the N value. the test data.
\
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 the symbols used on the boring logs are also attached.
\
a. 0 ETANDARD SlF C~
represent our
The recommendations
contained
in
this
report
professional opinion5.
These opinions were arrived at in accordance
with currentlY accepted engineering practices at this ti~ ~d
location. Other than this. no warranty is implied or intended.
This report was prepared by:
J{);/tM1' ~'~
William L.~ er. .E.
\
.4~ d.. d-
Rona"ld A. ~~P.E:
This report was reviewed by:
\
This report was reviewed by:
-
Steven D. Keenes. p.E.
\
Proofread bY: .~~-&;C/
! h~'<:-'< c~~"./ ,~~~ 'l"iJ ,,!~t1. ..~I!'e..t:~n. or
r'''';'~ "0" ~"r.."" tr: tr,. =. ~"t.!.r "'). ll'~t
.,.r....I~i..~ """ \~&: I .~\ " ,...t, ":lli,~.r.'-,
ro".':=-""" rr.~;.'''' L','<IC' the U..~ CJI ,~
2!b;d~~ ,~
"....,. .. ,.,,:#
,,,. ~dg;L- ,.... ,,'"
\
\
L
_~ ~ ~.-<:ona-
-
-
\ . LOG OF TEST 6UHIl"tU
, J08 NO 411 ~ 89-170 _ v.."C>c SC>cF 1'" 4' - 80.'N(; NO 1
..OJECT PROP05EO 5UPERMARKU=!OB2!ITO !o.Jl\llllTtI._PR10P I AKf. ~~Th .
. -- .- -"., --- ' ' " '
OEPTI'4 OESCFlIPTlON Of M~'TERI~L \ S~MPLE L~eOR~'TOFl'l' 'TE5_'TS ~
GEOLOGIC \
, Fl''" . {""SU.FAC' Ol.VA:'ON . .10Li ~ O.,.'N N we NO TVP' W I 0 \ ~ \ Qu
F1LL. MIXTURE OF SILTY 5ANO ANO FILL 1 58
CLAYEY SAND W/A LITTLE GRAVEL,
2 In \
FILL, MOSTLY (see H1)
, 3 -
FILL, MOSTLY SILTY SAND,
brown \ FINE
6t "r'Y ~lAY. or~wn.~cit~~~ !E~;~\
H a ~ ense'L.9 ~, tv - I
CLAYEY SAND W/A LITTLE GRAVEL, MI XED
\ 101 brown, medium, a few lenses of ALLUVIUM
silty sand and waterbearing sand
(SC)
SILTY SAND W/A LITTLE GRAVEL, fine
i grained, grayish brown and brown
mottled, wet, medium dense, some
lenses of silt and waterbearing
~ sand (5Ml
\15i J LEAN CLAY, gray mottled, medium to
rather stiff, a few lenses of silty
. -s and - tf.' ,
17i .' LEAN CLAY, gray, medium to stiff,
\ some lenses of clayey sand and
~ silty sand w/a little gravel,
(CL)
-I
-
r,
END OF BORING
#1-CLAYEY SAND, brown
.,
..
18 ~2 S8
\ \
7 3 SB
7 \.. "58
H \ \ 6 58 !.
\
9
.
\ 7 ,58
8 SB
8\
\
16 \ 9 58
\
\ \
\ l
9-11=.89
\
\
\
\
\
\
:i22 \
\
\,
"
\
\
\ \
\
\
\ \
\
\
\ \
-
,COMPLETE .9-11-:
-
\ DATE
9-11
9.:.)1
W~'TER LEVEL ME~SUREMENn
. \ \
~'O~.:i~~ _ Co'E~~~ c;~J;~
ZJ' 2.Q1 9 I
_ NQIL" S l
STAR'
---
\ VII",UR - - - uSA 0 I .-20 I
8""LEO DEPn.S ~E\lEL METl-lOO n -
10 Jil
: ~. <"'1'0'<' ~~v
TI...E
11:4~
_ tUJln CitY testlnQ --
corPOfllOon
sO 1".8)'"
",.-."""" ..,.,..~,......0
\ @ .-l2:;
-
-
LUli OF TESl tjUHINu
. Joe NO 4112 89- 1 70 VEI'lTICAL SCALE 1" = 4 I BORING NO
PROJECT PROPOS[D ~UPERMARKET -TORONTO & DULUTH-PR lOR LAKE . MINNESOTA
OEPTM DESCRIPTION O~ MAlERIAL I SAMPLE
IN GEOLOGIC
FEET rSURFACE ELEVATION 98.2 ORIGIN N Wl NO TYPE W
FILL. MIXTURE OF CLAYEY S~ND AND
SANOY LEAN CLAY W/A L1TTLE PEAT.
SILTY SAND AND GRAVEL. brown.
gray and black
FILL
~ 1 S8
15 ~ 2 5B
6 3 SB 20
20 9 SB
22
END OF BORING
#1-(may be fill)
* OR FILL
?
lABORATORY TESTS
o II Qu
fi
17
STAIn
9-8-89
WATER lEVEL MEASUREMENTS
BAILED DEPT...S
WATER
LEVel
104[1...00 HSA 0 I -20 I
DATE I 'TIIo4E SAIo4PlED
DEPT...
9-8 11:45 221 201
9-8 11: 50 None
9-8 12:45 None
9-11 12: 15 None
S[.2 (77-1)"
CAVE,IN
DEPH04
10 16 I
10 5 I
10 41
10 4 I CREW CHIEF LeMa v
, tWin City testlnQ
,COIo4PLETE 9-8-~9
@ 1 ~ ~ 50
c_. ...._rat:IOn
, -
\ LOG OF TEST BOR'Nli
. JOB NO 4112 89-110 ..onc.c SC'" 1'"
..Me'- JROPO~FO ~\ iPFR~ARK ~ _loRON10 J: m 1\J.\lll:p~OR ~\\f,.
OEPTI'4 \ DESCRIPTION o.r M.'TERI.L\
GEOLOGIC
,r:, rSUO"CE ",VAnO" 11)lh9. 0".'"
\ \ F1LL. M1X1URE OF CLAYEY S~SANOY FILL
LEAN CLA~ ~ SILT~ S~ND, ~ L1TTLE
PE~T ~NO GRAVEL, black, dark brown \
land brown
\
61~-CL~~E~ SAND~ gray and brown mottled,
rather stifT (SC)
\ 8 SIL1"t' SAND, ffie grained, brown,
. moist, medium dense (SM)
9ii~d~~~'~n~a:1\\e~R~~~lSM~ine
\ 101.~EAN CLA~ W/A LiTTLE S~ND, brown and
gray mottled, medium tel)
12 \Thl L i~-S~N1J 'vl~ Ll' (tt GKA'Vl:L tine
to medium.Qrained, brown mo led,
tj:lrbeJIf,T\9- mp i 'm )
13t LEAN CL~~, brown, rather stiff
Hi to ,
_ LE~N CLA~, black to dark gray, soft
a few lenses of silt tel)
\
161 S~NO 'vl/SILT AND A LIiiLE GR~VEL,
medium to fine grained, brown,
waterbearing, dense (Sp-SM)
19
-
, 22
SlL1Y SAND. fine grained. gray. wet. \
dense, lenses of waterbearing sand
with a little gravel (SM)
END OF BORING
\
_ #1-brown, waterbearing, loose (SM)
\
4 ' . eORING NO .
M1NNf'.C;OTA.
. --=
S.MPI.E l..eoR.TO"'.... TEST!;
N WL NO \ TVPE W \ 0 \ ~ \ au \
PI.
1 \SB
\ '
MIXED
~LLUVIUM
COARSE
ALLUVIUM
fINE
ALLUVIUM
CUAK~E
ALLUVIUM
fINE
I l\lJ.llY.l UM
FINE
ALLUVIUM
CO~RSE
~LLUVIUM
\
\
~\
4 S8
~
6.
5
" 14
t
7
-
l 13
- I
!4
t 17 I
-)
4
..
2 S8
\
20
\
3 SB
\
\
\
S SB
8 S8
J
\
\ \
\
\
9 SB
\ '
10 SB
\
11 SB
r
\ \ \ \ I
, \ \
I J ~
_ COMPlETE .i:.S=.
HS~ 0' -20' \@.-t
r
~
W.TER I.EVEI. h1IE.SUREh1IENTS
\
. S'T-.R'T .Jl-B-89
--
O-.U
'TIME
SAMPlED
DF.pn<
HI
C-....E.IN
DEP'T'"
72'
9-B 2:10
9 -B 1 2: '20
, 9-11 r1 :30
-
I
BAilED DEPn<s
-
'0
'0
10
W-''I'ER
lE...El
-, 10
_ t:UJ'" Cll:'w' test:l"CI
corPOf'llDO"
-
-
5E'21"-ll"
ME'I'...OD
CRF.W CHIEf
LeMav
--
LO\.i at- 1 c.~ 1 tiUKINu
. JOB NO 4112 89-170_ __.., _, ___ VEFlTlCAL SCALE 1" = 4' _ BO~IN(; NO
PROJECT PROPOSED SU~t~MA~Ktl-TORQNTO & DULUTH-PRIOR LAKE. MINNESOTA
OEPT~ DE"'C~IPTION or ~ATE~IAL 1 SA~PLE \
GEOLOGIC
IN 93 .9 ' 0'" G
rEET rSURFACE ELEVATION __ H "I I'" ~ \'oiL NO Typr, W
FILL, MIXTURE CLAYEY SAND AND FILL 7 .. 1 S8
SANDY LEAN CLAY W/A FEW PIECES OF
BRICK AND BLACKTOP, A LITTLE
GRAVEL, brown, gray and black
14 2 SB
14 3 SB
5 4" " S8
2 5 SB 26
11
LEAN CLAY, gray, soft, a few FINE
lenses of silty sand and s i 1t (CL) ALLUVIUM
1 6 SB I
14}' \\
CLAYEY SAND, gray, soft (SC) MIXED 7 7 S5 :: 43
15* SANDY LEAN CLAY W/A LITTLE GRAVEL, ALLUVIUM ~l
17 qray. medium (CU I
SILT, gray, wet, dense, a few FINE 10 8 SB
lenses of silty clay and lean clay ALLUVIUM
(ML)
18 79 S8
23 10 SB
26i
END OF BORING
WATER lEVEL MEASUREMENTS
START ~-89
SM,APlED CASING
DATE T110lE DEPTH DEPTH
9-8 10: 10 26!' 24i-1
9-8 10:25 None
9-8 12:& None
9-11 12: 15 None
st,' (77-8).04
CAVE.IN
DEPTH
WATER
LEVel
o,lPHOD H<\A 0'-?4..'
BAilED DEPTHS
25!'
, 91
10 None
10 81'
10 _ 31
'0 l'
, tWin city testlnQ
cQ(pO(1toon
rAfw CHI(J
LeMav
5
LABORA TORY TESTS
o ~ Ou
PL
COMPLETE 9-8-89
t@ 10:25
JOB NO
PROJECT
LUl:i Ur I t:.~ I BORING
4112 89-170 VERTICAL SCALE 1" = 4' BORINC;NO
PROPOSED SUPERMARKET-TORONTO & DULUTH-PRIOR LAKE, MINNESOTA
.- ,
6
OEPTH
IN
fEET rSURF'ACE ELEVATION
DESCRIPTION OF MATERIAL
98.0'
GEOLOGIC
ORIGIN
SAMPLE
lABORATORY TESTS
W 0 U. Ou
Pl
N
WI. NO TYPE
FILL, MIXTURE OF CLAYEY SAND, SILTY FILL
SAND AND SANDY LEAN CLAY W/A LITTLE
GRAVEL, a trace of blacktoD,
brown, dark brown and black
1 SB
12
2 SB
Sf 16 3 SB
CLAYEY SAND W/A LITTLE GRAVEL, brown MIXED
mottled, rather stiff, a few lenses ALLUVIUM
of silty sand and sand (eL)
8 SILTY SAND W/A LITTLE GRAVEL, fine 14 4 S8 18
COARSE
to medium grained, brown, water- ALLUVIUM
10 bearina. medium dpn~p (Spp N1)(SM)
SILTY SAND W/A LITTLE GRAVEL, fine 18 5 S8
grained, brown to gray, wet, dense
to loose to medium dense, a few
lenses of silt and waterbearing 11 6 S8
sand (SM)
- 7 7 SB
*
.
9 8 S8
21 ~ANUY LtAN CLAY W/A LI1TLE GRAVEL~
22 ...J..see N?) (rl )
END OF BORING
Ml HU
AI IIIVTIIM
#1-a few lenses of silt and sand (SM)
. #2-gray, medium, a few lenses of
silt (CL)
*Water level expected to rise to
depth of about 8', based on
appearance of samples.
WATER lEVEL MEASUREMENTS
DATE TIIolE SAIolPLED CASING CAVE.IN BAILED DEPTHS
DEPTH DEPH. DEPT...
9-8 3:30 221 19!' 10
9-8 3:40 None 4!I 10
START
9-8-89
".oIolPLETE 9-8-89
IolETHOD HSA 01_19-4-1
1@-3:40
WATER
LEVEL
18'*
None
10
10
CREW CHIEF LeMav
5[,' (77.8) ~
tWin Clt'" testlnQ
corPontClon
--'~..."............_~......
TEST SYMBOLS
SYMBOL DEFINITION
W Water Content - " of Dry Wt, . ASTM 0 22'&
o Dry Den~lty . pound~ Per Cub,c foot
ll. PL liquid and PlastiC Llmll . ASTM 0 43'8
Additional Insertion!> in Last Column
unconfined Camp, Strength.p~f . ASTM 0 2166
Penetrometer Readin~ . Tons!Square foot
lorvanl' Reading' 'TonsiSquilre foot
SpecifiC Gravity, ASTM 0 854
Shrinkage Limits, AS'TM 0 427
OrganiC Content - Combustion Method
Swell Pressure' Tons/SQuare foot
Percent swell
free swell . Percent
Hydrogen Ion Content, Meter Method
Sulfate content. Parts/Million, same as mgll
Chloride Content - Paris/Million, same as mg/L
One Dimensional Consohdatlon - ASTM 0 2435
Triaxial Compression
Direct Shear - ASTM 0 3080
coefficient of Permeability. cmlsec
DisperSIon Test
Double Hydrometer. ASTM 0 4221
Particle Size Analysl~ ' ASIM 0 422
LaboratOry Resistivity, In ohm - cm . ASTM G 57
Pressuremeter Deformation Modulu~ . TSf
Pressuremeter Test
Field Vane Shear. ASTM 0 2573
Infihrometer Test. ASTM 0 3385
Rock Quahty Designation. Percent
w~.. I.~I, ,h~'"' ,,,. bo';"'o",~' t'" I~.I, ~",,,d i' ,,,. bo"'", "th"im. ",d "d" 'hHO","~M ;,d<""" " ..,d, ,h. i,d"~'"
,.~I, m" '" ,0Mid"'" "Ii.bl. .,o"d w'''' I~'" " "" ",il. II m" oot '" "o"ibl. '0 d.."mi'" th. .,o"d w~" ,,~I wllhi' th' ,0,,,,,1
tim' ""',,'" 1<>, ... bo""" """t wh'" ,,,"" 0' "Y'" of mo" ".~io", w.",b,,,i', "',' ." ",.,,,t. E~' ,I.", " ""nd'" "",ad 01
tim' m" b' "',,,..,, to ,,,,h ""i1ib,i,m. Th"oIo'" Ih. po,"io' of ,h. w~" ,,~I "mbol 1<>' ,oh"'~ 0' mi..d ""," ",II, m" ,01 i,di""
th. u"' ,,~I o'th. .,o"d w.'" "bl.. p",h'" w"" ",," to w"" .bo~ " 'm".Nio", ,,,,, Ih", imp.II'" i' ""hin. th. w~" "b"
The available water level information is given at the bottom of the log sheet,
GENERAL NOTES
DRILLING AND SAMPLING SYMBOLS
DEFINITION
3 1/4" 1.0, Hollow Stem Auger
4", b" or 10" D.ilmeter fhght Auger
2". 4" or b" Hand Aup,er
2 , /2" . 4", 5" or 6" Steel Drive Ca~ing
Sile A, B, or 1'01 Rotary Ca~inp.
P,pe Drill or (Ieanout Tune
Cont;nUOu~ Spht Barrel Samplinp.
Orilhnjl. Mun
lellinP. Water
2" 0,0, Spht BMre\ Sample
2 1/2" or :\ 112" 0,0, SB liner Sample
2" or 3" Thin Wallen lune Sample
r Thin walled Tuhe (Pitcher Sampler)
2" or 3" Thin Walled Tune (O~terherp. Sampler!
Wa~h Sample
Bap. Sample
Te~t Pit Sample
BO, NO, or PO Wirehne Sy~tem
AX, BX. or NX Oouhle Tuhe Barrel
Core Rf'cOverv . Percent
No Sample Recovered, cla~~iilca'ion ha~ed on action of
drilhnjl. equipment and/or material noted II' drilhnp. fluid
or on ~amphnp. hit,
No Mea~urement Rf'corded. primarily due to pre~ence
of nrilllng or corinp. fluid,
\'\:ater Level Symhol
.
\
l
Qu
Pq
IS
G
SL
OC
SP
PS
fS
pH
SC
CC
C'
Qc'
OS'
K'
0"
OW
MA'
R
WATER LEVEL
-
E"
PM'
VS'
IR'
RQO
. See attached data sheet or graph
-
DESCRIPTIVE TERMINOLOGY
CONSISTENCY
TE RM
~ENSITY -
, - TERM "N" VALUE
Very Loose 0-4 Soft
Loose 5-8 Medium
Medium Dense 9.'5 Rather Stiff
Oense '6-30 Stiff
Very Oense Over 30 Very Stiff
Standard "1'01" Penetration: BlowS Per foot of a 140 pound Hammer
falling 30 inches on a 2 inch 00 Split
Barrel Sampler
\
RELATIVE GRAVEl PROPORTIONS
-
CONDITION TE RM RANGE
Coarse Grained Soils A little gravel 2.14%
With gravel ' 5 . 49"
fine Grained Soils
15.29" + No, 200 A little gravel 2.7"
15.29" + No, 200 With gravel 8 . 29"
30" + No, 200 A little gravel 2 - '4"
30% + No, 200 With gravel '5 . 24"
)0% + No, 200 Gravelly 16.49"
-- -
.
"
.
\
-- -
UP to 1/2" thiCk stratum
1/2" to 6" thick stratum
1/2" to 6" discontinouS stratum. pocket
Alternating ,O\minations of clay, silt and lor
ltrained sand, or colors thereof
powdery, no noticeable water
Below saturation
Saturated, above liquid limit
Pervious soil below water
\
Lamination
Layer
Lens
Varved
\
Dry
Moist
Wet
Waterbearing
....
RELATIVE SIZES
-
Bou\';....
Coht,,"
Grav"
(o..''!<t'
fll'"
Sanrl
C"..">'f
M..'1 -"'"
fir>"
Silt ~ Cay
Over 12"
3" .12"
3/4" - 3"
.4. )/4"
/14. ,,0
/1'0 - ,40
'40 . '200
_ '200. Based on Plas!il
---
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D 2487 - 85
(Based on Unified Soil Classification System)
SOIL ENGINEERING
Ctltltlia '01 Auigning Group Syrnboll and Group Name. UsIng LaboralOly Tnt'"
Coarw-Grlined Soill
Morl llIan 50~ retlined on
No, 200 I.'"
Grl""lI
More than ~ eo&rM
trlction retained on
No, .. eiIYe
Sandi
50% 01 mort 01 coaru
fraetion p&SMS No.
. lieYI
Fi~rained Soil.
50% or mort past.. !hi
No, 200 t.VI
SihS and CII~
Liquid limit InI than 50
Sihs and Cla~
Liquid limit 50 01 more
Hillhly organic loill
Fibric PUI > 67\. Fibers-
"aued OI'IlIIe materi., paul"" 1M 3-in, (7!k>m) -,
.,1 ""' ump;. eorIla',*, Cobb'" or boulders. CIl' boIh. IClCl
"'Wtltl ~ or bouldera, or bOlII" 10 IIfClIIP ..._,
Cc;,1YIIa willi 5 10 1~ 1\_ rwqu.. dual symbol&:
(JW-GM ..1~,lldeCl ",...1 will\ till
Gw-GC ,,~'acleCl ;ravel wtlPl CIey
GI'-Gu poorly "'~ "....... wilIIlill
G".oC poorly "rao.Cl gra... willi CIey
"SaIlOl willi 5 10 12-. ft_ requir. dual , . - .,
SW.5M ..~radeCl unci WIlli till
SW.se ..II-gr.ded unci WIllI Clay
....S... poorly ~aCleCl unci willi alii
....se pogrIy ",.,., unci willi CIey
SI[vt ANALYSIS
I scan- .,. I I'IYI -a, I
. , '" .... ... I to to 10 10 "0 100
IOC r'\ i 0
;\
; ~ I 0... "..\'
i in\.. 0
", !D....S....
r~ 'I i
11- ;'00
CIllO
!
1ft
: to
..
10 C)
...
z
c
.0 ~
...
K
~
: I;
..,
K 0,
r '0 Ii
~
10 Z
...
..,
a:
...
10 ..
0....."
Ii
i! I
o
to 10' 1.0 0.' 0.0
PARTICLE SIZE IN MILLIMETERS
D -.!L r (D..1' It.f' .
c.-i:-1'm-.OO ~.~.g.u~'I~.'
CII." Gte"""
L_ than 5% fi~e
Cu,l. and 1~Ce~3'
Cu<. and/or 1 >Ce >3'
Grl""lI with Finet FlIlft c.....ify u Ml 01 MH
MOl. than 12% li~C
CII." Sanda
Leu than 5% lines"
Cu,l' and '1Ce13'
F_s clusifot u CL Of CM
Cu ( . and/OI 1 ) Cc ):i
SandI with FIMI F'''* cluaify u ML Of MH
More than 12% lines"
InorganiC
Fint. ctusify u CL Of CH
PI ) 7 and plolI on 01 abovt
"A"Ii~
PI ( " 01 plots below "A"
linr
organic
LiQuid limit - oven dried '0 7
. ,5
LiQuid limit . not driICI
Inorganic
PI ploll on 01 above "A" Ont
organic
PI ploll below "A" lint
LiQuid limll . oven dried: 0,75
Liquid limit . not dned
Primarily orglnic: maner, dark in color, and organic odor
H~mic Peat 33\.-67-' Fib~rs
(OJ
leu - DIO 10'0 Cc-
D,o' DIO
',1 IlliI c:anWnI,,' 5-. MnCI, 8llCl "WllII lUllS" 10 group
-,
Ow tit-. ~ . Cl~ .... 0,* I)'I'I'IlloI GC4M, ..
8C-$M,
"II a.... .. ~. 8llCl "WllII or;anc ...... 10 11"0'4'
...-,
'If ICliI ~ 415-. ;r~, IClCl "willi ;rw.eI" 10 8""C'
name,
10,
~
...
III
C to.
~
L
00
Soil Ctulilication
Group Group Nanw'
Symbol
OW We" graded IlrlVet'
GP Poorly Ilraded Ilravtl',
GM Silty Ilravel'O""
OC Cllvey Clrlvel"Q.H
SW Wt"~raded aand
SP Poorly grlded lind'
SM Silty sandO,".1
SC Clayey lanClOJfJ
CL Lean CIaf-c..M
ML
Silt"lc..M
OL
Orglnic elay'U-Al.lI'
Organic altrU-III.O
CM
FI' Claf-c..M
MH
Elastic ailt"-c..M
OM
Organic Clay'U-Al.I'
Orllanic lilt"lL.AI,O
PT PilI
Sapric PUI < 33\. Fibers
"" An..wr" kmtla pllIl .. han:1I<<l ..., &oil ia . Cl"'L,
lilty NY,
.. IOiI .,. '5 10 ~ plua No, 200, IdO ''WIlII unci"
or ''willi grI.-I." ~ ii, ~. .ant.
, IOiI c:on1aJ"',,~ pkd IlO 200" ., 'nan1Iy unci.
8llCl "1A/'IOy" 10 to ~ouP name,
",I aoiI con1ainI ~ ~ plua No 200, r NI\Iy
;rw.eI, IClCl ""ra.-l"''' lP group ..._,
"P')4 .1lCl ploD on ftI ~ "A" 1inII,
Op,'(. or ploD tle_ "A" -,
'PI pIcJlII 01'1 or ItlOYI "A" lint,
Op, pIcJlII belOw "A" ....
.- ,-,-,."--~,,<~ ,.,.,~-,~-,~..-....~
MH 000 OH
110
/ " - ~
For clonlflcotio~ ,f f,,,,-,,,,,," ",I' .' ./
end f one-oro.ntd ftOtt Ion 01' Coo'M-Qf"O,ntd ,," /'
M $0. ",., I'~
L [quat ,an ,f .... -lillt +r.- , ,/
; HorIZClfltol ,t PI-4 ~ Ll-~5,5.. ~".>:7, O'~ .:..y'$:.
w tllen PI-O.73 ILL-~O) ~~. ...
o 40-
Z [QuotiClfl of.U'-lillt - ./
VtrticolotLLsl6toPI- /',.~
:: thu PI-09llL-II ./' v
30-
/""" 0'" /
// v~:/
)":A:Ir{~;'//"l'MLiOL --
( - . .
10 ., 20 30 40 '0 10
LIOUID LIMIT ILL)
,~ ? tUJW'\ C~ teKlno ----
to
~
.00
?C.
~
j'
.
.
I
J
J
~:
i;
:?
"t
..\. ..
. . .
.. ...
to
EB
/ ----..
N
ffi
L.O
E9
)'
, ,
~
(L'
~
Iti
r-
Oo. V
.~
. t
'. . r c
. \;
, . l
~
L
c.q
\ .
\'
,
\
~/" :
t\J ' '
~l
t\J
-:
..
Q;;
I .
t ~
. .
~
,
(7)
f\I
~I
o
!!:?
., "
<q
. ,"
.; ~
t
:!>
c:
C
C
.'~
.
~
oj
:e
"
.{,,t' f?
II
"
-.J
C
I"
...
E
r
~
~
~
_",r..'_""'''''''''''' _.,..~......."...-..... -
NORMAL EXCAVATION OVERSIZE,
--'
PROPOSED ~
FOOTING _ ,
I
COMPACTED FILL
COMPETENT SOILS
OVERS~EFORSWAMPOR
EXTREMEL Y SOFT SOIL CONDITONS
. ,
PROPOSED
FOOTINGS 4
r-"
F
COMPACTED FILL
. ,
~\\\,~
I
COMPETENT SOILS
SG-119(81-A)
MINIMUM
[XCAVATION
LIMITS
f- 2';
\
.....
TOPSOIL
------...
f'I
'"
o
UNSUITABLE
SOILS
~-\"'\'
~
~
,0
MINIMUM
EXCAVATION
LIMITS
/
I
5'
~;~
SWAMP
DEPOSITS
OR
SOFT SOILS
2
o
\\\"~'\\'\' ~""'\'-
(.
20 !It
,@ ~ ~~~ ~!I:',I test:lnq
Plate 2
.. ...... -~-.j,<'-'-."-"-'-rh_'-'-"'.'".,-+",
.,
RISKS ASSOCIA I ~1J W II II
EXCAVATION UNDER WATER
For many projects, an excavate/refill program is used to jo'.........re building areas prior to the start of CODStruction.
As variations in soil conditions often occur in very shon distances, the bottom of any excavation should
be observed by an engineer to judge the competency of the natural soils for fill and footing suppon. In some
cases, the required excavation may extend below the ground water level. If the excavation extends below
ground water level, a temporary dewatering system is necessary to lower the water level to an elevation
below the required excavation bottom. In some situations, the quantity of water is such that a temporary
dewatering system cannot economically control the ground water. In these situations, the excavations are
sometimes perfonned below the water level using a dragline or backhoe to remove the inferior soils, and
the initial lifts of fill are placed into standing water. This procedure is not recommended because of the risk
involved.
Excavating and refilling below water involves risks of trapping c....~jJressible or otherwise unsuitable materials
within or below the new fIll system. Dislodged excavated materials can be covered by the advancing fill
soils, or localized deeper pockets of compressible soils can be missed by the excavating equipment. For this
reason, approaching the earthwork without dewatering requires that the owner accept the risk of some future
building settlement. This risk results from the engineer's inability to observe the excavation bottom during
the excavation and initial fIlling operations. In areas where the excavation terminates below the water table,
observations are strictly limited to observing the soils recovered in the bucket of the backhoe or dragline,
and possibly probing the excavation bottom if the depth of water is not too great. If the excavation operations
are to proceed in this manner, it is necessary that the owner fu.I]y understand and accept the risks involved.
While these risks cannot be eliminated, there are a number of procedures which can be used to reduce the
risk of future settlement if the excavation proceeds without the aid of dewatering. We strongly recommend
the following procedures be employed during the excavation and refilling operations.
1. A thorough soil boring program should be perfonned prior to any excavation. This program would
establish approximate required bottom of excavation elevations, and provide information regarding
the classification of acceptable soils anticipated at the bottom of the excavation.
2. The excavation work should be perfonned by a backhoe or dragline operator experienced with
this type of excavation operation.
3. An experienced soils engineer should be retained to provide full-time observations during all
excavation and refilling operations below the water level.
4. A suitable amount oflateraJ oversize should be provided in the excavation bottom. Reference should
be made to the preliminary soil boring repon, the job specifications, or the soils engineer's
recommendations for information regarding the extent of oversize required for the particular project.
S. Any fill placed below water, and to an elevation of at least 2' above the water level, should consist
of a clean, free..<fraining sand containing less than 40% passing the #40 sieve and less than S%
passing the #200 sieve.
6. The fIll should be stockpiled at the water's edge, and should be advanced into the excavation by
a bulldozer imparting a strong, downward "scouring" action to advance the fill along the excavation
bottom. This scouring action would tend to force remnant pieces of unsuitable material ahead of
the filling process, where they could be periodically removed by the excavating equipment. Excessive
amounts of unsuitable material collecting in front of the fill could impede the ability of the fill
mass to scour the excavation bottom.
7. A number of standard penetration borings should be put down through the fIll after it has been
brought to a level above the ground water table. These borings are instrumental in documenting
the effectiveness of the removal of the unsuitable materials as well as judging the density of the
newly placed fill at depth.
SG-136 (1186)
'~ ~~~~tesbnQ
Plate 3
PRECAUTIONS FOR EXCAVATING AND REFILLING DURING COLD WEATHER
The winter season in this area presents specific problems for foundation construction. Soils which
are allowed to freeze undergo a moisture volume expansion, resulting in a Joss of density. These
frost~xpanded soils wiIJ consolidate upon thawing, causing settlement of any structure supported
on them. To prevent this settlement, frost should not be allowed to penetrate into the soils be.
low any proposed structure.
Ideally, winter excavation should i>e limited to areas small eoough to be refilled to a grade higher
than footing grade on the same day. Typically, these areas should be filled to floor grade. Trench-
ing back down to unfrozen soils for foundation construction can then be performed just prior to
footing placement. The excavated trenches should be protected from freezing by means of in-
sulating or heating during foundation construction. Backfilling of the foundation trenches should
oe performed immediately after the below~rade foundation construction is finished. In addition,
any interior footings, or footings designed without frost protection should be extended below
frost depth, unless adequate precautions are taken to prevent frost intrusion until the building
cad be enclosed and heated.
In many cases, final grade cannot be attained in one day's time, even though small areas are work-
ed. In the event final grade cannot be attained in one day's time, frost can be expected to develop
overnight. The depth of frost penetration can be minimized by leaving a layer of loose soil on top
of the compacted material overnight. However, any frost which forms in this loose layer, or snow
which accumulates, should oe completely removed from the fill area prior to compaction and ad-
ditional soil placement. Frozen soils, or soils containing frozen material or snow should never be
used as fill material.
After the structure has been enclosed, all floor slab areas should be subjected to ample periods
of heating to allow thawing of the soil system. Alternatively, the frozen soils can be completely
removed and be replaced with an engineered fill. The floor slab areas should be checked at ran-
do.n and representative locations for remnant areas of frost, and density tests should be performed
to docwnent fill compaction prior to slab placement.
Due to the potential problems associated with fill placement during cold weather, any filling
operations should be monitored by a full-time, on-site soils technician. FuJI-time monitoring
aids in detecting areas of frozen material, or potential problems with frozen material within
the fill, so that appropriate measures can be taken. The choice of fill material is particularly
important during cold weather, since dean granular fiJl materials can be placed and compacted
more efficiently than silty or clayey soils. In addition, greater ,nagnitudes of heaving can be
expected with freezing of the more frost susceptible silts and clays.
If more specific frost infonnatioll or cold weather data concerning other construction materials
is required, please contact us.
i
SG-120 (1-83)
'~ ~~ ~ t8RJnq
Plate 4
~
.. -'*""'10...._..,"..,. .__.... '"....._...,.~w._.
,....Ca
II I!.'
<3.i .': 'r
"N '. ~:
cb ~ ", .,.' , ~.
<AI 4 ,It: :,'
Q),' r":'" ,.
., ""; ..
.." t':;
1 . .I .:
;;~, I: ;' /
r ,~, " '
_ ::t..i ';\ )
j;) " '. '.f- .
-1'. ';'1' -\C6
~> ,~:.. 'C ,..
", ' i' I,
:/ ", " ..
i .:,;'.' IV
~J,r:~ Q)
:. -, f," (j ~
;o~:";'..'CiI ~
fI'j,..; 'e>>
fl'j ;.';' t b
~:0{~'- j
,_:,::' :,: IV
, "~'~"! IV -
!i:' ':' ~ I CD.
: ~, n:n
I, ~'" '" II
Ct.' Z
"::~.t~J'~J
/ j:,.: Be~
, :bi ' .
(') ,
,.. !, , '=i
",-"'. .-
. 0
'.. ,; ,,~
. . '.' ,'::J~,.
".l.~~._
, "l' ',~. --
iil'; ,}{ ,
. '.(......' I
: ":. ((~, I
, j: ': , " \
'1'-~:;:~ ~;~ 1 .P
. ...., .: ' , ,
..>~ ;.... d;i~ J" Eoat line of lot 3, Block I, BROOI<SVILLE CENTER 2ND ADDITION
~tIj';/'" ,.~.".' '. -'. t '." ,:~,~"","',:-31Q,09mea.-..,,:
:: I\j~<,: ,'. ~.:"~..' ;"" ,.....,:..:..: ,,':309~95;~lHdt;>I.,' ,',', .~':~~~~::~~~;:-;".~"::'::';;~~: ~'::i -.- 7'.-:
c:~ u.~ ."~ t .~'. '., .P....'...: ',;.,~..3:J~EJ.o~~wwm's. ' , '.J:~.;:,':"'~'..' '~.,.l:,.".
~$iJ ~,/' .' .....~,.. '~TOR'ONtu-..;~-_:' ". ..a:~, "AVi::"VUE,~:'~~~,,!!~(J~~S,.:~F~E)
(.ij 0)' lr. if.' !(
It .,...ClIi . __._._
~~ -,. .
~3
>> ~
"Q
1JI
/
.--_.
I
I
I
NOO 14' 051 E plat
Noo04'07"E meas.
277, 35 plat
"-277,55 meas---
" "'H'I
' ',' .1":"-' .
_. ........
i
I
,
...
p
S
_I
k
I
.
I
I
I
I
I
-,-\
\ . ,
....
.
"}...
"'-.
l
1\)2
:?o
o::l
:7
~=
I (1)(1) 0::1
. 0"
IQJQ) -0
<N <0 <0 -1-
- 0 0 (5-
9~~ 22
o -01 tM
o (JI 01- m
I Q).OI
: ",. fTt. ~
,..
ill. -
Q a 01
~ :ll
0
0
I :'
"
S
r
r
",
0
",
z
;;f
:II
,.-
\
f"~
\
, '.
.
. ,
, .
\ '
. .'
\
..
... ,
\l,)
1.1'
~
,.,. ..,
'.
~
U\
",.:'
II' ......
1?
-
...
\ :'>
C
'"
1:1
~
I ~.
, R
~-_._. -
60
. ',.
, '.
....~._'
..
'"Je'
r . ."...~"'_..,~, ........
..-
#
RECEI\f ,
MAR 1 2 1990
CITY CF
PRIOR U..I<E
REPORT OF SUBSURFACE EXPLORATION PROGRAM
PROPOSED STREET IMPROVEMENTS
PRIOR LAKE, MINNESOTA
#4112 90-075
iF ~~t:.J1QIQ
March 9. 1990
,
tWin City t~11'1Q
corporaDOn
"
SUITE 220
1355 MENDOTA HEIGHTS ROAD
MENDOTA HEIGHTS. MN 55120
PHONE 6121452-9490
City of Prior Lake
4629 Dakota Street SE
Prior Lake. MN 55372
Attn: Mr Bruce Loney, Assistant City Engineer
Subj: Subsurface Exploration Program
Proposed Street Improvements
Project #90-12
Prior Lake, Minnesota
#4112 90-075
Attached is our report for the subsurface exploration and
geotechnical engineering review we have conducted for the
Proposed Street Improvements at Tower Street and Duluth Avenue.
Our services were authorized by you on February 13, 1990. We are
sending you three copies of our report.
Portions of the soil samples are being held at our Cromwell
Avenue office. Per your request, the samples will returned to
you at our convenience, but within one month.
The opinions expressed in the report are based on the conditions
observed at the test boring locations. If different conditions
are encountered between borings, we request that we be notified
so that these new conditions can be reviewed.
Very truly yours,
Melanie Fiegen, P.E.
Senior Project Engineer
MF/sal
Attachment
A member of the I HIH I group ot companies
,
,
REPORT OF SUBSURFACE EXPLORATION PROGRAM
PROPOSED STREET IMPROVEMENTS
PROJECT #90-12
PRIOR LAKE. MINNESOTA
#4112 90-075
~_o IMIEQPUCTlQN
1.1 Pro~ect Informatio~
We understand you are proposing to realign the intersection of
Tower Street and Duluth Avenue in Prior Lake, Minnesota. Per our
proposal of February 7, 1990, we have performed a subsurface
exploration program including standard penetration test and
flight auger borings, laboratory tests and an engineering review.
This report presents the results of the field and laboratory
testing programs.
Also present.ed
are recommendations for
construction of the roadways over the swamp and non-swamp areas.
pavement subgrade recommendations, and estimated settlements.
1.2 Scope of Service~
To assist you with the design of the project, our scope of
services is the following:
1. Explore the subsurface soil and water conditions by means
of 11 standard penetration and 2 flight auger borings to
depths of 10' or through the swamp deposits, if any.
,iF ~~~ e..ana
",...,.~_.,___.......-.,-,..,..+-._~,.,+-'t'
#4112 90-075 - Page 2
2. Perform laboratory testing on selected samples to aid our
engineering review.
3. Provide a written report which includes logs of the test
borings, the results of our laboratory tests, and
engineering recommendations regarding construction of the
roadway and the estimated settlements.
2.0 EXPLORATION PROGRAM RESULTS
2.1 Exploratio~ 8~noA
The 13 test borings for this project were put down on February 15
through 20, 1990.
Borings 3 through 10 were put down at the
approximate locations shown on the attached sketch. Borings 1
and 2 were taken 400' and 200', respectively, west of boring 3.
The majority of the boring locations were chosen by you.
However. borings designated 3A, 4A, and 5A were added by us, per
your authorization.
It was determined that these additional
borings were required to further delineate the extent of the
swamp deposits. Standard penetration tests were done in each of
the borings, with the exception of borings 4A and SA, which were
put down with an auger.
~ ~~t:. tIIlQ
" . -""~""'-'~__."''''' ..,...'t' ... ,....,...""'+-"""'..,....--..... _..,_.~.,~~",.,.~, ~~w..__ "
#4112 90-075 - Page 3
2....2 S\U:f.g,ce Condil.ions.
The proposed realignment area is located to the south of the
current intersection of Tower Street and Duluth Avenue. The
majority of the area is a low, dry pond area.
The vegetation
consists of swamp grasses. brush and a few small trees.
A
portion of the project consists
of raising grade and
reconstructing the existing roadway along Vine Street and Tower
Street. These streets are currently surfaced with aggregate base
material.
2_3 Subsucface Conditions
The subsurface conditions encountered at each test location are
shown on the attached boring logs. We wish to point out that
subsurface conditions at other times and locations on the site
differ from those found in 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 possible geologic origin of the
materials encountered.
The subsurface soil profile along the new alignment of Tower
Street consists of varying depths of fill overlying either swamp
deposits or natural alluvial (water-deposited) soils.
Figure 1
shows a soil profile through the portion of Tower Street crossing
the wetland area. The soil borings indicate that swamp deposits
are found at borings 3A. 4. 4A, 5. and 5A. The deepest deposits
were encountered at borings 4 and 4A. which are near the proposed
~~~~~
. -_._-~,~._,.".~.,..~~......_._,~>",_,_~_................,,,._~__...._.,,.._..".._,.".'~"~_'~, _"__""~""""__'~'_"'_'''_~_'~'-_;'''-''"_'''W''__;._ .,._._,.. ,_,._ '
, -
#4112 90-075 - Page 4
intersection with Duluth Avenue.
Figure 2 shows the subsurface
soil profile along the extension of Duluth Avenue.
2.4 Water Level Measurements
Water levels were measured at the times and levels indicated on
the attached boring logs. Each boring (except 8 and 5A that were
taken in clayey soils) encountered water about elevation 940'.
The uniformity of this level is a good indication that this is
the local groundwater table. Seasonal and yearly fluctuations in
the subsurface water levels across the site should be expected.
~_o ENGINEERING REVIEW
3.1 Project Data
The engineering recommendations made in this report are based on
our understanding of the project described in the following
paragraphs. The recommendations are valid for a specific set of
project conditions. If the characteristics of the project change
from those indicated in this section, it is necessary that we be
notified so that we can determine whether the new conditions
affect our recommendations.
We understand that you are proposing to realign the intersection
of Tower Street and Duluth Avenue.
The realignment of T9wer
Street will be through a wetland area.
Your City is currently
requesting that Tower Street be added to the Municipal State Aid
(MSA) System. The pavement section design for a MSA street calls
,~~~
................__ '~"""'-'-""-'~"-f
#4112 90-075 - Page 5
for a nine ton design and per the Mn/DOT Road Design Manual for
Flexible Pavement Design. Furthermore, the embankment soil
resistance strength (Hveem Stabilometer R-value) may be required
in determining the pavement design section. Construction is
proposed to be done this year.
We understand the realignment will result in a grade raise of up
to 6-1/2~ across the wetlands. Total width of the new road
embankment will be approximately 60' at the top with the edges
sloping down on a 4 horizontal to 1 vertical slope. We further
understand portions of the existing Vine and Tower Streets will
be raised and upgraded to meet MSA requirements.
3.2 Discussion
This subsurface exploration was performed primarily to address
the potential problems of construction across the wetlands areas.
For this reason. the bulk of the recommendations pertain to this
construction. We have also included. to a lesser extent.
recommendations for construction in the non-swamp areas.
~1 r-onstruction Across the Wetlands
Deep swamp deposits. consisting of organic clay and peat. were
found at borings 3A. 4. 4A. 5. 5A. 7 and 10. The deepest swamp
deposits appear to be near borings 4 and 4A which show swamp
~ ~~an.anQ
.., t .
#4112 90-075 - Page 6
deposits to depths of 32 1/2' and greater than 27'. Borings 5, 7
and 10 show fill and swamp deposits to depths of 15', 19' and
7', respectively. Figure 1 is a cross-section along Tower Street
showing an interpolated soil profile based on the borings.
Figure 2 is a cross-section across Duluth Avenue.
We estimate that the proposed embankment, if constructed using
normal earthwork methods, may settle 24 to 3' under the weight of
the fill and pavement loadings. In addition, it is very likely
shear failure would occur during any rapid fill placement
resulting in a loss of material into other areas of the wetlands.
One method
excavate the
fill. Per
to reduce the potential settlements would be to
compressible soils and refill with an engineered
our discussions with you, this alternative would be
impractical due to the depths of.the required excavation, at
least 32 1/2'.
~.3.1 ~Qhtwei&ht Fill Method
An alternate construction method which appears to be very
favorable for this project is using a lightweight fill to
ccnstruct the embankment. Lightweight fill would consist of wood
chips below water level and shredded tires above to water level.
These materials have density of approximately 30 pound per cubic
~~~~
..~. .".. r d..'
--.,... .,.", _."._,._.'.~..'m~..m'_.' __. .~... _." "'-'"'~",_'-'''''-~~~''_'~'M'~"'''_'''C"''' ~ _.......,~_,..._"'''"''~''......"._>.
#4112 90-075 - Page 7
foot (pcf) as opposed to soil fills which have a density of 120
to 130 pcf.
The recommended construction sequence for placement of the
lightweight fill is as follows:
1. Clear all brush and trees in the grading limits flush with
the ground. All stumps should be cut flush with the
ground. Grass and short weeds should not be removed.
2. A MN/DOT Type 3 geotextile fabric should be placed on the
cleareq surface. The fabric should be benched into the
existing road sideslopes a minimum of 24" and extend the
full width of the bottom of the road embankment. The
fabric should have sewn seams and should be placed loosely
to allow for subsidence. Total width of the fabric would
be about 118' based on the geometry shown in figure 3.
The actual width will depend on the final design and
existing conditions.
3. If standing water is present a~ the time of construction.
place and compact wood chips to an elevation above the
existing water level.
4. Place tire chips to attain design subgrade elevation. The
chips should be placed and compacted with a dozer in
lifts. Although compaction tesing is not practical, we
reocmmend the placement be observed by a representative of
our firm. Recommended specifications for the tire chip
materia~ is attached.
5. Place MN/DOT Type 5 fabric over the top and sides of the
tire chip embankment. The seams should again be sewn.
Place a l' clay cap over the side of the embankment.
6. Place sand subbase. The thickness should be approximately
7". The sand should meet MN/DOT specification for Select
Granular material. and be thoroughly compacted.
7.
It would be prudent to allow
of the curb and gutter and
settlements on the order of
occur during construction
during pavement placement.
some time prior to placement
pavement. We estimate total
3". however. much of this will
of the embankment and some
.~~~~~
,
#4112 90-075 - Page 8
3.3.2 Surchar2e Method
Another alternate construction method would be to place a
surcharge fill to preload the soft soils and compress them prior
to construction of the curb and pavement. The disadvantage with
this method is the time necessary to complete the staged
construction and preload, approximately one year.
The pre loading concept consists of placing fill higher than the
final grade in order to accelerate the settlements. When the
amount of settlement anticipated under the final load is
realized. the surcharge fill is then removed. We recommend that
a surcharge fill of approximately 3# above final grade be used
in the deep peat area. We estimate that the surcharge should
remain in place approximately 4 to 6 months in order to
precompress the swamp deposits after removal of the surcharge.
the remaining settlements should be within tolerable limits
probably on the order of 2" or less. Details of placing the
surcharge are included below.
In order to directly monitor the amount and rate of settlement
beneath the fill, we recommend that at least one settlement plate
be installed. The information gained could then be reviewed by a
geotechnical engineer to compare the actual progress of the
surcharge with our estimates.
"~~~. t..._1Q
#4112 90-075 - Page 9
The recommended construction sequence for a surcharge preload is
as follows:
1. Clear all brush and trees in the brading limits flush with
the ground. All stumps should be cut flush with the
ground. Grass and short weeds should not be removed.
2. A pavement-type geotextile fabric should be placed on the
cleared surface. The fabric should be benched into the
existing road at each end of the realignment a minimum of
24" and extend the full width of the bottom of the road
embankment. The fabric should have sewn seams and should
be loosely placed to allow for subsidence. Total width of
the fabric would be about 118' based on the geometry shown
in figure 3. The actual width will depend on the final
design and existing conditions.
3. Place a 12" minimum thickness of clean sand or pea-gravel
over the fabric for a drainage course.
4. One settlement plate should be installed in the deep peat
area near boring 4. We should be consulted for additional
information on the installation of the settlement plate
should this construction option be chosen.
5. Place suitable inorganic fill in lifts and compact to 95%
of Standard Proctor density. We recommend that the fill
be placed at a 2 on 1 slope, S' high. We also recommend
that a geotechnical engineer be present during this fill
placement to document that the fill thickness does not
exceed the 5' and to observe that a shear failure is not
occurring.
6. The S' of fill should be allowed to settle approximately 4
months or for a duration directed by the soils engineer.
After allowing the initial 5' of fill to settle, the
remainder of the fill should be placed up to an elevation
3~ above final grade. The purpose of the two stage fill
is to minimize the potential for overstressing of the
subsoils causing a shear failure under the total weight of
fill. The 4 month delay will allow the soils to gain some
strength due to consolidation. The height of the
surcharge should vary from 3~ at boring 4 to O~ at borings
3 and 6.
~~~ea"lQ
#4112 90-075 - Page 10
7. Remove the surcharge as directed by the soils engineer.
We estimate that the surcharge can be removed 4 to 6
months after placement. The actual timing may be earlier
or later depending on the settlement readings. When the
surcharge is removed, we recommend that the slope be
flattened back to a 4 on 1 inclination.
3.4 Effects of Grade Raise on Existiner Utilities
Borings 1 and 2 were obtained within the existing roadway along
Vine Street. Since grade in this area will be raised as much as
2.5', we understand you are concerned about possible excessive
settlements and
their effect
on the
existing utilities.
Utilities which lie within the street are a cast iron water main
and a clay sanitary sewer line.
We understand the invert
elevation of the sanitary sewer line is approximately 6. below
the current grade at boring 1.
We estimate that the settlement due to the grade increase would
be on the order of 1". Per our discussions with you, this amount
of settlement should be tolerable.
3.5 Pavement Desi~n
We understand portions of the
existing Tower Street were
constructed with a 3. subgrade of select granular material. As
discussed with you, we recommend a similar pavement section be
iF ~~t:. rt:.1Q
constructed
recommend a
subgrade.
in the areas of
draintile system
#4112 90-075 - Page 11
borings 6 through 9. We also
be installed within the granular
The pavement section in all areas should consist of 4 l/Z" of
bituminous pavement overlying 6" of Class 5 aggregate base. This
design is based on an assumed R value for the shredded tires of
10. If this assumption needs to be substantiated, we could
perform literature research or testing.
4.0 CONSTRUCTION OBSERVATIONS AND TESTING
Once the drawings and specifications have been prepared. we
recommend we be allowed to review them. We would be able to
doument that the intentions of our recommendations have been
carried through. A representative of our firm should also be
requested to observe the placement of the tire chips, fabric and
sand subgrade. During the sand portion of the embankment and/or
roadway construction, we would obtain soil compaction tests
to document that adequate compaction has been accomplished. We
would also be available to perform observation and testing of the
pavement placement, if requested.
,~~~
#4112 90-075 - Page 12
5.0 FIELD EXPLOJ,tATION PROCEDURES
~ Samolinll
For borings 1 through 10 and 3A, soil sampling was performed in
accordance with ASTM:D1586-84. 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 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.
Borings 4A and 5A were put down with a 6" power auger and only
disturbed samples were recovered. Because of this method, our
determination of the depth and extent of the various layers of
soil and the consistency of cohesive soils are only approximate.
~ Classification
As the samples were obtained in the field, they were visually and
manually classified by the crew chief in accordance with ASTH: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. Logs of the borings
~ ~~~. L-....
#4112 90-075 - Page 13
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 included in the Appendix.
Charts illustrating the soil
classification procedure, the descriptive terminology and symbols
on the boring logs are also included in the Appendix.
6.0 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.
This report was prepared by:
~~
Melanie Fiegen, P.~
Senior Project Engineer
Proofread by:
This report was reviewed by: ~/d:?dA.JAt/~
'-R~Sh~P.E.
Manager - South Metro Office
I HtRf:8V CERTIFY THAT THIS. PlAN. SPECI.
HCA TlON OR REPORT WAS ~Rm BY ME OR
I iNGER MY DIRECT SUPERVISION AND THAT I AM
,to nUL v REGISTERm PROfESSIONAL ENGINEER
\ INl)iR THE LAWS OF THE STATE Of MINNESOTA.
. .
~ ~.L ~~.
MELANIE FIEGEN '-0)
OATE ~.,,_Ch REGISTRATION NO. 16711
~ ~~~ a.tII'1Q
SAMPLE LIGHTWEIGHT FILL MATERIAL SPECIFICATION
1, The lightweight fill material shall consist of chipped or
shredded tire pieces meeting the following specifications:
A. 80% of the material (by weight) must pass a 6" screen.
..
B. A m~n~mum of 50% of the material (by weight) must be
retained on a 4" screen.
C. All pieces shall have at least one sidewall severed from
the face of the tire.
D. The largest allowable piece is a quarter circle in shape
or 12" in length, whichever is the lesser dimension.
E. All metal fragments shall be firmly attached and 98%
embedded in the tire sections from which they were cut.
NO METAL PARTICLES WILL BE ALLOWED IN THE FILL WITHOUT
BEING CONTAINED WITHIN A RUBBER SEGMENT. Ends of metal
belts and beads are expected to be exposed only in the cut
faces of some tire chips. If metal particles are found by
the Contractor, they will be placed off to the side and
the supplier shall be called back to pick up this material
along with any unused tire chips at no cost to the City.
F. The tire chips supplied shall be free of any contaminates
such as oil, grease, etc, that could leach into the ground
water.
G. The lightweight fill material supplied shall weigh less
than 600 lbs. per cubic yard (by truck measure).
H. Unsuitable material delivered to the project will be
rejected and it will be the supplier's responsibility to
remove the material from the site at no cost to the City.
. ~ ~~t:.n:.1Q
,..-,>j..l", ......,"._"..,._...,~..
'~~~t.~~
_ 950
.. 940
3 3A 4 4A 5
p4W#~FA ~~~r._
------- -
- - - - -
~ =- -:. - Swanp
, I. ~
I I. I ,
I I Ii\, - -
:: . '~
I, ! _ _
l ' I' -
.... ':,! J _' _ _ _
All~~a~ ':} i., ~ - _ -_ --= _ - -- - - - -
Deposits / '. I
or Till \!, \-._
\ '
I
'! -
, . .
I - -
\ 1 \- - _ - _
, '\- . - '1
\ - - - .
\ ~ - -
'\
Deposits
.. 930
- 920
'.. 910
'-
Figure 1: Soil Profile Along Tower Street
,/
~
I
"
SCALE :
Horizontal:
Vertical:
6
,/
Alluvial
Deposits
or Till
'>---.
1" = 50'
1" = 10'
* FA denotes Fine Alluviun
PR:>POSED srREET IMPR:>VEMEN!'S
I JOB NO. 4112 90-075
I SCALE: See Above l DRAWN BY:_ MF
I CHECKED BY:.
_ 960
_ 950
_ 940
Alluvial
Deposits
.. 930
~ 920
_ 910
proPOSED ~'.l"I\Ui.L Ihrl\l.JVEMENI'S
10
'~~~t.~KJ
91.00...)
Deposits -
?
.
FIGURE 2: Soil profile Along Duluth Street
SCALE :
Horizontal:
Vertical:
I JOB NO. 4112 90-075
I SCALE: See Above I DRAWN BY'
1" = 50'
1" = 10'
Mi"
I CHECKED BY:
fij~~tllRII~'
__ Roadway Pavement
4 1/2" Bittuninous
6" Class 5
7" Select Granular
---
Bike Path
~/oor Type 3 fabriC,\ ( _, _ ____
.--f .
. ....- - - - - - -, - - -. - - - --
ClaY~ _ . ..' ..' - - - - - - <;..
. C_ tire chips '--- ___
~ ~oor type 5 fabr:
y
r Sidewalk
- ;- - - - ..
---------
-
Figure 3: Typical Enbankment Cross Section Across Wetlands
proPOSED ::>-nu:.l:i.1J IMPROVEMENl'S
I JOB NO. 4112 90-075
I DRAWN BY:--HF
I SCALE: 1" = 10'
_ ,- clay
~
......
I CHECKED BY-
LOG OF TEST BORING
JOB NO, 4112 90-075 VERTICAL SCALE 1" = 3'
PROJECT PR:>POSED ;)',rru:.r.iJ. llvu-t\VVEMEN1'S. PRIOR LAKE. MINNESOfA
DEPTH DESCRIPTION OF MATERIAL
IN
FEET rSURFACE ELEVATION 944.85 '
FILL, MIXTURE OF SILTY SAND, SAND,
. GRAVEL AND CRUSHED LIME~)"J.u.JE, brown,
1~ tan and dark brown. frozen
. FILL, MIXTURE OF LEAN CIAY, SANDY
LEAN CIAY AND SILT, brown, frozen
to 3.5'
BORING NO.
1
SAMPLE
LABORATORY TESTS
.!::h
o P.L Qu
GEOLOGIC
ORIGIN
N
Wl NO, TYPE W
FILL
1HSA
2 HSA
23 3 S8
~
9 4 S8
7
FILL, MIXTURE OF LEAN CIAY, PFAT,
- SAND AND SILT, black, dark 4 5SB
brown and gray
10
SAPRIC PEAT, black, dark ~~o.i SWAMP 3 6SB
( PI'-{)H ) uJ:.t'VSIT 3 7 S8
12~
_ SILTY SAND, gray and dark ~~o.i, mARSE :;
13~ waterbearina. medium dense (SM' ALIlNIUM 10 8 S8
- OOOANIC SILT, dark brownish ~~o.i SWAMP
and black, soft (OL) DEPOSIT
15!l ., mARSE 8 9SB
. SAND W/SILT, fme gramed, ~~o.i,
waterbearing, medium dense (SP-SM) ALIlNIUM 14 10 sa
18J~
SILT, ~~o.f, wet, medium dense, a
few lenses of sand (ML)
FINE
ALllNIUM
11 11SB
22
END OF OORDl:i
WATER LEVEL MEASUREMENTS
START
j
2-20-90 COMPLETE 2-20-90
3~ HSA 0'-19~' I. 10:50
SAMPLED CASING
DATE TIME DEPTH DEPTH
2-20 9:30 12' 9~5'
2-20 9:55 22' 19.5'
2-20 10:05 22' None
2-20 10:50 22' None
SE.12(77.B~
CAVE-IN
DEPTH BAILED DEPTHS
WATER
LEVEL
METHOD
to 8.8'
21.0' to 9.2'
9.0' to 7.0'
to 4 . 6 ' CREW CHIEF
, b1.-1 ~~... aasanc:a
LGt_~
LeMay
LOG OF TEST BORING
JOB NO. 4112 90-075 VERTICAL SCALE '" - 3'
PROJECT POOPOSED .::>J.ru:.l:.J. IMfIiiivEMENTS, PRIOR lAKE, MINNE50rA
BORING NO.
2
DEPTH DESCRIPTION OF MATERIAL
IN
FEET ,SURFACE ELEVATION 944.73'
FILL, SILTY SAND, SAND, GRAVEL,
. CRUSHED L:IME.::>~Vl-IE BASE, brown, dark
1~ hrnwn nnn tnn frnro~
- FILL, MJSTLY ClAYEY SAND, SANDY
LEAN ClAY, gray and brownish
. gray and brown, frozen to 2.4'
5~
- SAND W/SILT AND GRAVEL, mediun
grained, gray, watert>earing, loose
. to medium dense (SP-SM)
11
11~ SILT, gray, wet, medium dense (ML)
END OF OORING
GEOLOGIC
ORIGIN
FILL
COARSE
ALLUVIlli
FINE W
* ALLUVIlli
WATER LEVEL MEASUREMENTS
SAMPLED CASING CAVE.IN WATER
DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL
2-20 10:40 11J.s' 9J.s' W~' 10 " ...fl'
2-20 10:45 11J.s' Non~ 7' 10 l)..fI'
10
10
SAMPLE LABORATORY TeSTS
. b!:--
N WL NO. TYPE W D P.L Qu
1 HSA
7 2 SB
~
7
3 SB
7 4 SB
10
5 SB I
:!
START 2-20-90 COMPLETE 2-20-90
METHOD 3~ HSA 0'-9J.s' I 0_10:45
CREW CHIEF LeMay
SE.12 (77.B}-3
. t:UJrI _~." t:InII:InQ
~_..aan
LOG OF TeST BORING
JOB NO, 4112 90-075 VERTICAL SCALE 1" - 3'
PROJECT PROPOSED ::)'!.t(U.',1' IMPRC>VE}1ENl'S, PRIOR lAKE, MINNES<JrA
'DEPTH
IN
FEET
. .
DESCRIPTION OF MATERIAL
rSURFACE ELEVATION
946.48'
GEOLOGIC
ORIGIN
FILL, MIXTURE OF LEAN CIAY AND SANDY FILL
. LEAN CIAY W/A LITTLE GRAVEL, brown
to black, frozen
2
FILL, t-DSTLY SANDY LEAN CIAY W/A
. LI'lTLE GRAVEL, brown
4
LEAN CIAY, gray & brown lOOt t led ,
medium, a few lenses of silt
and waterbearing sand (CL)
7
SILTY SAND W/A LI'lTLE GRAVEL,
. medium to fine grained,
gray, waterbearing, loose to very
- loose, sane lenses of clayey sand
(9-1)
N
BORING NO,
SAMPLE
WL NO. TYPE W
1 FA
3
...
---
LABORATORY TESTS
. L.L. .
o P.L Qu
WATER LEVEL MEASUREMENTS START 2-15-90 COMPLETE 2-15-90
SAMPLED CASING CAVE~N WATER METHOD 3, HSA 0' -12 ' I . 1: 15
DATE TIME DEPTH DEPTH DEPTH BAilED DEPTHS LEVEL
2-15 1:00 9' 7' 7~' to 6~'
2-15 1:15 14' 12' li~' to 6'
2-15 1:15 14' None 4' to None
to
CREW CHIEF Bonde
SE.12 (n-B)-3
t:wn w;""" t:IISeInQ
---~...,
LOG OF TEST BORING
JOB NO. 4112 90-075 VERTICAL SCALE 1" - 3' BORING NO. 3A
PROJECT PRJPOSED ::>Tru:.l:.J.' IMPROVEMENI'S , PRIOR IAKE. MINNE50rA
DEPTH DESCRIPTION OF MATERIAL SAMPLE LABORATORY TESTS
IN 945.93' GEOLOGIC bhl
FEET rSURFACE ELEVATION ORIGIN N WL NO. TYPE W D P.L Qu
FILL, MIXTURE OF LEAN Cu\Y & SANDY FILL
- LEAN CLAY, dark brown and black,
frozen 1 FA
2 MIXTURE OF SILTY SAND, SAND, PEAT
- W/A LITl'LE GRAVEL, black and 5 2 SB
3~ arqyish brown
SAPRIC PEAT, black, moist to wet, SWAMP 3 SB
(Pl') DEPOSIT
4 3T
~
7 ORGANIC CLAY, black, soft, lenses
of waterbearing sand (Cli/Pl')
3 5 SB
9~ SAND W/SILT AND GRAVEL, medium COARSE
-
grained, ':jJ..o.j, waterl>earing, very ALLtNIUM 3 6 SB
11 loose CSP-SM) !;
SAND W/SILT AND A LITl'LE GRAVEL,
- fine to medium grained, brown to
grayish brown, waterl>earing,
_ very loose to loose, a few lenses 2 7 SB.I
of peat and organic clay (SP-SM)
5 8 58
17 SAND W/SILT AND A LI'ITLE GRAVEL,
- fine to medium grained, gray,
wateJ:bearing, very loose (SP-SM) i 9 SB
19 END OF OORING
WATER LEVEL MEASUREMENTS
SAMPLED CASING CAVE-IN
DATE TIME DEPTH DEPTH DEPTH
2 -1& 2..l.O 5 U' 9~' g~,'
2 -16 .2.1.J5 19' 17' 17~'
2-16 .2.l45 19' Nonf' 10'
WATER METHOD
BAILED DEPTHS LEVEL
\Ill f\~'
\Ill '2~'
\Ill n'
START 2-16-90 COMPLETE 2-16-90
3~ HSA 0'-17' I. 2:45
\Ill
CREW CHIEF
Bonde
SE.12 (77.8)-3
. bUn ~.... I:IISbI'1Cl
~-~
LOG OF TEST BORING
.JOB NO. 4112 90-075 VERTICAL SCALF 1" = 3'
PROJECT Pl\V~ :"J:ru:.ta: IMPROVEMENI'S, PRIOR lAKE, MINNEsarA
DEPTH DESCRIPTION QF MATlRIAL
IN rSURFACE ELEVATION 945.05
FEET
ORGANIC CIAY, dark grayish brown,
frozen (CIi )
19
1~
2~
LEAN CIAY,
soft
FIBRIC PEAT,
wet
gray and brown roottled,
CCL)
dark brown and black,
(P!')
ORGANIC CIAY, black, soft, same
lenses and layers of wa tel:bearing
sand (ClifP!')
ORGANIC CLAY, dark brown and gray,
- soft, a layer of fiberous peat
fran aboot 25 to 25~', a few
lenses of waterbearing sand (CHIP!')
25
7
*Sanp1er advanced by weight of
homllcI
BORn<<; CONl'INUED NEXT PAGE
5E.3 (77.8.3
GEOLOGIC
ORIGIN
SWAMP
DEPOSIT
FINE
ALLUVIUM
SWAMP
UJ::.t'USIT
t:wln CII:Y I:eSt:lnQ
BORING NO.
4
.SAMPLE LABORA T ORV TESTS
N WL NO . TYPE W D ':.J:. Ou
PL
1 FA
2 FA
2
3 58 317
1 ~ 4
58 484
*
5 3T
* 6 58
1~ 7 58 79
1 8 58,
9 3T
1
10 sa 192
11 3T
LOG OF TEST BORING
JOB NO. 4112 90-075 VERTICAL SCALE 1" - 3'
PROJECT PROPOSED ~'n<J:J:",l' IMPIDVEMENI'S. PRIOR IAKE, MINNESCJrA
BORING NO.
4 lcoot'dL
DEPTH
IN
FEET
DESCRIPTION OF MATERIAL
r 25'
ORGANIC CIAY, continued
GEOLOGIC
ORIGIN
N
SA'.tPLE LABORA"'ORY TESTS
. .!::.!::..
WL NO. TYPE W 0 P.L au
(oojPl')
SWAMP
DEPOSIT
( continued)
2
12 sa
30
ORGANIC CIAY, dark brown to black,
50ft, a few lenses of (see #1)
ORGANIC CIAY, brown and gray,
- 50ft (00)
2
13 sa 110
14 sa
31
32~
. SAND W/SILT AND GRAVEL, medium
grained, gray, waterbearing,
. loose (SP-SM)
COARSE
ALliNIUM
36~
5 15 sa
END OF OORI~
- #1-waterl:>earing sand
(OO-PI')
WATER LEVEL MEASUREMENTS START 2-14-90 COMPLETE ....2.-14-QtL
SAMPLED CASING CAVE-IN WATER 3~ HSA 0'-34;' ~:1O
DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL METHOD
2-14 10:00 7.0' 6.0' 6.5' '0 n.O'
2-14 11 : 50 36.5' 34.5' 27.0' 10 lfL c) ,
2-14 1:10 36.5' ~ 3.0' 10 T\bnp
10
CREW CHIEF RrW~
SE-12 (77-81-3
b1Jr1 ,_;.... t:RSbnq
c::a.__...."
LOG OF TEST BORING
JOB NO 4112 90-075 VERTICAL SCALF 1" = 3'
PROJECT PlUPOSED ;:)'J.'~'.L" IMPlUVEMENl'S, PRIOR LAKE, MINNESC1rA
OEPTH
IN
FEET
DESCRIPTION OF MATERIAL
rSURFACE ELEVATION 945.29'
GEOLOGIC
ORIGIN
FILL, MIXTURE OF SILTY' SAND. CLAYEY FILL
- SAND, AND ORGANIC CLAY, dark
brown and gray, frozen to 3 I
3~
SAPRIC PEAT, black, m::>ist to wet
(PT)
SWAMP
uJZUSIT
14
ORGANIC CLAY, black,
- and brownish gray
dark gray,
(<li/PT)
25
OORIM:; CONI'INUED NEXT PAGE
t:u.1 CIt:Y Lc..abnq
Sf.] (77.8;.]
BORING NO 4 A
N
SAMPLE I LABORATORY TESTS
WL NO . TYPE I W . 0 . U . Ou
PL
1 FA
~
2 FA
3 FA
4 FA
LOO OF TEST BORINO
JOB NO.
PROJECT
DEPTH
IN
FEET
4112 90-075 VERTICAL SCALE 1" - 3'
POOPOSED ~J.tQZ'J.' IMPROVEMENI'S, PRIOR LAKE, MINNESOTA
BORING NO. 4 A (cent 'd)
DESCRIPTION OF MATERIAL
t 25'
25~ b~IC CLAY (continued) (OIi/PI')
ORGANIC CLAY, dark gray (00)
GEOLOGIC
ORIGIN
SWAMP
DEPOSIT
(continued )
N
SAMPlE LABORA.ORY TESTS
.!::!::.
WL NO. TYPE W D P.L Qu
5 FA
27~
END OF OORING
WATER LEVEL MEASUREMENTS
START 2-16-90 COMPLETE 2-16-90
~: ,METHOD ~ 0'-27~' I .1:20
6....5 '
SAMPLED CASINO CAVE-IN
DATE TIME DEPTH DEPTH DEPTH BAILfD DEPTHS
2-16 1:20 27~' None 8.5' to
10
to
10
CREW CHIEF ~'~'"
SE.12 (77.B)03
~CEYt:e~
c:DII-..I..... ,
11
ORGANIC CIAY, gray to brownish
- gray, sfot, a layer of fiberous
peat at about 13.5' . (00)
*
6 SB
15
SAND W/SILT AND A LITrLE GRAVEL,
. mediun to fine grained, gray,
waterbearing very loose ( SP-SM)
COARSE
ALLUVIUM
*Satpler advanced by weight of
hc.., a&l.:.I'
- 3
7 SB
21
END OF OORING
WATER LEVEL MEASUREMENTS STAAT 2-14-90 COMPLETE 2-15-90
SAMPlED CASING CAVE-IN WATER METHOD 3~ HSA 0 '-19~' . 9:25
DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL
2-15 9:20 21.0' l..2.....5 ' U.5' to 7~'
2-15 9:25 21.0' No~ 5.5' 10 I)~'
10
10
CREW CHIEF
Rocno
SE-12 (77-81-3
bUIn ~ bltlbnQ
c:GI PoOlI.acn
LOO OF TEST BORINO
JOB NO. --4.l.J.2 90-075 VERTICAL SCALE 1" - 3'
PROJ~CT proPOSED ~Tn.r.r.T TI-u-l\uVEMEm'S. PRIOR I.AKF., MTNNF.~A
BORING NO.
~^
DEPTH
IN
FEET
N
SAMPLE LABORA-ORY TESTS
LL I
Wl NO. TYPE W D P.L Qu
DATE
2-15
$E.12m.B)-3
DESCRIPTION OF MATERIAL
946.61'
,SURFACE ELEVATION
LEAN ClAY, black, frozen to 3' (CL)
4
ORGANIC ClAY, black
(CHIPI')
5~
ClAYEY SAND W/A LITI'LE GRAVEL,
black to gray ( SC)
9~
END OF OORING
WATER lEVEL MEASUREMENTS
TIME
SAMPLED
DEPTH
CASING CAVE.IN
DEPTH DEPTH
BAILED DEPTHS
GEOLOGIC
ORIGIN
FINE
ALUNItI1
SWAMP
uU'USIT
MIXED
ALUNIUM
to
to
to
to
WATER
LEVEL
None
Noticed
t:wn CII:Y t:85bnq
ca.~M:ICn
1 FA
2 FA
3 FA
START 2-15-90 COMPLETE 2-15-90
METHOD 6" FA 0'-9J.s' 1. ".11)
CREW CHIEF Bonde
_ #1-waterbearing, medium dense
WATER LEVEL MEASUREMENTS START 2-15-90 COMPLETE 2-15-90
SAMPLED CASING CAVE~N WATER 3~ HSA O'-9~' I ....1fl. 11:\
DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL METHOD
2-15 10:00 8~' 7' 8~' to 7~'
2-15 10:15 11' None 4~' to None
to
to
CREW CHIEF Bonde
SE.' 2 (77-8)-3
~ CIt:Y hlllt:lnq
c:a._""""
LOG OF TEST BORING
JOB NO. 4112 90-075 VERTICAL SCALE 1" - 3'
PROJECT proPOSED :,'nU:.t,l' IMPOOVEMENrS.L.,PRIOR LAI<E, MINNESOl'A
BORING NO.
7
DEPTH
IN
FEET
DESCRIPTION OF MATERIAL
rSURFACE ELEVATION 946,83'
FILL, K>STLY ORGANIC SANDY LEAN
CIAY W/A LITTLE GRAVEL, black
and dark brown, frozen to 2~'
GEOLOGIC
ORIGIN
FILL
N
SAMPLE LABORATORY..:o.o
I i..L I
WL NO. TYPE W 0 P.L au
1 FA
4 2 sa
4
SAPRIC PEAT, black, rroist (PT) SWAMP
DEPOSIT
5 ~3 sa 68
,
6~
- SAND W/SILT AND GRAVEL, roodium COARSE
grained, dark brown to grayish ALLUVIUM
- brown, watert>earing, very loose - 2~ 4 sa
(SP-~)
~ :
- 4 5 sa "
12
ORGANIC CIAY, grayish brown, soft, SWAMP
sane lenses and layers of DEPOSIT 1 6 sa
waterbearing sand (CH/PT)
4 7 sa 88
8 sa 72
19
SAND W/SILT AND A LITTLE GRAVEL,
fine to roodiun grained, ~...o.:i,
waterbearing, very loose (SP-~)
COARSE
AU.UVIlM
. 4
9 sa
21~
END OF OORIK;
NJI'E: Could QOssibly be organic soil
below aeoth or bOrina
WATER LEVEL MEASUREMENTS
SAMPLED CASINO CAVE-IN WATER 3~ HSA 0'-19~' 1 2:10
DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL METHOD ,.
2-14 1:40 9.0' 7.0' 7.0' 10 6.5'
2-14 2:00 21.5' 19.5' 18.5' 10 12.5'
2-14 2:20 21. 5' None 12.0' 10 6.0'
10 CREW CHIEF ecndfo
~ CEY t:aRlnq
SE-12 (17.Bl-3 ~
START 2-14-90
COMPLETE --2::ll-90
LOG OF TEST BORING
JOB NO. 4112 90-07~ VERTICAL SCALE 1" - 3'
PROJECT t"~rv;:)w ;:).lru:.l:t.l IMPROVEMENI'S. PRIOR LAKE. MINNEsarA
BORING NO.
8
7
9
SAND WI SILT , fine grained, light
- brown & brown roottled, dry, loose
(SP-SM)
SILTY CIAY, light brown and brown
_ I'lDttled, rather stiff, sane lenses
of clayey sand (CL-ML)
8
5 S8
MIXED
ALLlNIUM
15
6 58
12
SANDY LEAN CIAY WI A LI'lTLE GRAVEL, TILL
- gray and brown roottled to brownish
~Lo.i, rather stiff (CL)
13 7 58
16
END OF OORIN:i
WATER LEVEL MEASUREMENTS
START
2-15-90 COMPlETE 2-15-90
3lt HSA 0' - 14~ ' l.
DATE
-'-1:>
TIME
SAMPLED
DEPTH
CASING CAVE.IN
DEPTH DEPTH
BAILED DEPTHS
WATER
LEVEL
None
METHOD
to
to
to
to
CREW CHIEF
Bonde
SE-12 (77-B)-3
aun aeY I:IISbI"lQ
.::a~""
J.
LOG OF TEST BORING
BORINQ NO.
JOB NO 4112 90-075 VERTICAL SCALE 1" _ 3'
PROJECT proPOSED STREET Dr1t'~~, PRIOR LAKE, MINNE5arA
DESCRIPTION OF MATERIAL
9
DEPTH
IN
FEET
rSURFACE ELEVATION
956.06'
2
FILL, MIX'IURE OF CLAYEY SAND & SILTY
SAND W/ A LITI'LE GRAVEL, elk brown,
black & light brown, frozen
FILL, toDSTLY SAND W/A LJ.Tu...E GRAVEL,
- light brown, frozen to 3'
4
I.E.AN CLAY, gray and brown roottled,
- medium, a few lenses of sand and
clayey sand (may be fill) (CL)
6
8
SANDY LEAN CLAY W/A LITl'LE GRAVEL,
. grayish brown, rather stiff, a few
lenses of fat clay (eL)
SILT, light ':j.J..a:f and brown roottled,
- rooist, medium dense, a few lenses
of silty sand and watexbearing sand
(ML)
11~
END OF OORIN:;
*SclIpler advanced by weight of
hc....a:.;r.
GEOLOGIC
ORIGIN
N
SAMPLE LABORATORY TESTS
. LL
Wl NO. TYPE W D P.L Qu
FILL
1
2 F7\
FINE
ALLtNIUM OR -
FILL
6
3 sa
FA
sa
WATER LEVEL MEASUREMENTS START :>-1 "-Q,D COMPLETE 'J-1l:l-Qn
. I
SAMPLED CASING CAVE-IN WATER METHOD 3~ HSA 0'-9~' 2:05
DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL .
2-15 2:00 11~' 9~' 10~' to 8~'
2-15 2:05 11~' None 3' to None
MIXED
AI..I1JVIlI.! OR -
TILL 10
FINE
ALLtNIlI1
4
* ~5
S8
. 13. 6 S8
to
to
CREW CHIEF
~A
SE.12 (77.8)03
I
. bW'1 CIt:Y I:IIIIanQ
CDI'Dwo""""
LOG OF TEST BORING
1
JOB NO. 4112 90-075
PROJECT PROPOSED .:nrt!Z.L rM}Jt<<.)v.tr-1ENI'S,
DEPTH DESCRIPTION OF MATERIAL
IN
FEET rSURFACE ELEVATION 951.62 '
FILL, K>STLY SILTY SAND AND
< CLAYEY SAND, frozen to 2.6'
VERTICAL SCALE 1" · 3'
PRIOR LAJ<E, MINNE50rA
BORING NO.
10
LABORATORV TeSTS
. bb.
D P.L. Qu
SA APLE
GEOLOGIC
ORIGIN N
WL NO. TYPE W
FILL
1 HSA
5
HEMIC PEAT, black
(Pr)
SWAMP
DEPOSIT
10
2 sa
7 CLAYEY SAND W/A LITI'LE GRAVEL, black
8 - & rblrk grayish browi"' RnrT (c:.r'
SILTY CLAYEY SAND, gray and brown
. IOOttled, rather stiff to stiff, a
few lenses of silt (SC-ML-SM)
WEATHERED
'1'TT .r,
TILL
4
3 sa
10 4 sa
Y:
15 5 sa
14
END OF OORIOO
WATER LEVEL MEASUREMENTS START 2-20-90 COMPLETE 2-20-90
SAMPLED CASING CAVE.IN WATER METHOD 3~ HSA 0' -10' . I ."'05..
DATE TIME DEPTH DEPTH DEPTH BAILED DEPTHS LEVEL
,t-,tU 12100 14' 10' 13.2' 10 13.1'
2-20 12105 14' None 5.0' 10 None
SE.12(77.81-3
10
10 ~IE' ..leMav
, DIWI CII:Y alSanQ
~_.aa. .
_---",...~-.----,-,......~~c..""'-"~,-.-~.-,...,~-.;'-.,- _.",
.
SYMBOL
HSA
_FA
._HA
_DC
_RC
PO
CS
OM
IW
SB
_l
_T
.HP
_TO
W
B
P
-Q
_X
CR
NSR
NMR
1
GENERAL NOTES
DRILLING AND SAMPLING SYMBOLS
DEfiNITION
3 114" 1.0. Hollow Stem Auger
4". 6"' or 10" Diameter Flight Auger
1". 4" or 6"' Hand Auger
Z 111". 4". 5" or 6" Steel Drive Casing
Size A. B. or N Rotary Casing
Pipe Drill or Cleanoul Tube
Continuous Split Barrel Sampling
Orillinll Mud
Jetting Water
Z"' O.D. Split Barrel Sample
2 l/Z" or 3 1/2" O.D. SB liner Sample
2"" or 3'" Thin Walled Tube Sample
3" Thin Walled Tube (Pitcher Sampler)
2"" or 3" Thin Walled Tube (Osterberg Sampler)
Wash Sample
Bag Sample
Test Pit Sample
80. NQ. or PO Wireline System
AX. BX. or NX Double Tube Barrel
Core Recovery . Percent
No Sample Recovered. classification based on action of
drilling equipment andlor material noted in drilling fluid
or on sampling bil.
No Measurement Recorded. primarily due to presence
oi drilling or coring iluid.
Water [evel Symbol
TEST SYMBOLS
SYMBOL DEfiNITION
W W~ter Content. " of Dry Wt. . ASTM 02216
D Dry Density. Pounds Per Cubic Foot
ll. Pl liquid ~nd Plastic limit. ASTM 04]18
Additional Insertions in Last Column
Unconfined Compo Strength.psf. ASTM D 2166
Penetrometer Reading. TonslSquare Foot
Torvane Reading. Tons/Square Foot
Specific Gravity. ASTM 0 854
Shrinkage limits. ASTM 0 427
Organic Content. Combustion Method
Swell Pressure. Tons/Square Foot
Percent Swell
Free Swell . Percent
Hydrogen Ion Content, Meter Method
Sulfate Content. Parts/Million. same as mgll
Chloride Content. Parts/Million. same as mgll
One Dimensional Consolidation. ASTM 0 2435
Triaxial Compression
Direct Shear . ASTM 0 3080
Coefficient of Permeability . cmlsec
Dispersion Test
Double Hydrometer. ASTM D 4221
Particle Size Analysis. ASTM 0 422
Laboratory Resistivity, in ohm. cm . ASTM G 57
Pressuremeter Deformation Modulus. TSF
Pressuremeter Test
Field Vane Shear. ASTM 0 2573
Infiltrometer Test. ASTM 0 3385
Rock Quality Designation . Percent
Qu
Pq
Ts
G
Sl
OC
SP
P5
FS
pH
SC
CC
C"
Qc"
D.S."
K"
D"
DH"
MA"
R
E"
PM'
VS"
IR"
RQD
WATER LEVEL
" See attached data sheet or graph
Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand. the indicated
levels may be considered reliable ground water levels. In clay soil, it may not be possible to determine the ground water level within the normal
time required for test borings. except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of
time may be necessary to reach equilibrium. Therefore. the position of the water level symbol for cohesive or mixed texture soils may not indicate
the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table.
The available water level information is given at the bottom of the log sheet.
DESCRIPTIVE TERMINOLOGY
DENSITY
TERM "N" VALUE
Very loose 0-4 Soft
Loose 5-8 Medium
Medium Dense 9.15 Rather Stiff
Dense 16-30 Stiff
Very Dense Over 30 Very Stiff
Standard "N" Penetration: Blows Per Foot of a 140 Pound Hammer
Falling 30 inches on ~ 2 inch 00 Split
Barrel Sampler
CONSISTENCY
TERM
RELATIVE GRAVEL PROPORTIONS
CONDITION TERM RANGE
Coarse Grained Soils A little gravel 2 . 14"
With gravel 15.49"
Fine Grained Soils
15.29% + No. 200 A little gravel 2. 7%
15.29% + No. 200 With gravel 8 . 29%
30% + No. 200 A little gravel 2 . 14%
30" + No. 200 With gravel 15 . 24%
30% + No. 200 Gravelly 16 . 49%
SE.... (B4-C)
Lamination
Layer
Lens
Varved
Dry
Moist
Wet
Waterbearing
Up to lI2" thick stratum
1/2" to 6" thick stratum
1/2" to 6" discontinous str~tum. pocket
Alternating laminations of clay, silt and lor fine
grained sand. or colors thereof
Powdery, no noticeable w~ter
Below saturation
Saturated. above liquid limit
Pervious soil below water
RELATIVE SIZES
Boulder
Cobble
Gravel
Coarse
Fine
Sand
Coarse
Medium
Fine
Silt & Clay
Over 12"
3" . 12"
3/4" . 3"
'4 . 3/4"
'4.'10
'10 . '40
140 . '200
- '200, Based on P1~sticity
" .C.LASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM O.slgnatlon: 0 2487 . a8
(Based on Unified Soil Cluslflcatlon Syttlm)
SOIL ENGINEERING
CrbrIa far -"'111111111 Gtoup SymboII and Gtoup ..... UIIng L.IboratDry TeetaA
CoarM-Grained Soila
More ltlan ~ retainect on
No. 200 Iieve
CINn am...
LMa ltlan 5~ lineae
Cu.l4 and 1.1.Cci.3'
Cu<.. andfor 1 >Cc >3'
GrawlI
Men lhM &eM CClIne
" ".. rwtaInecl on
No. .. ....,.
SandI
~ or men 01 CCNII-.
f .,. pa-. No.
.....
~rained SoIII
~ or men ptIIHIlt!e
No. 200 Iieve
SlltI and Claye
liquid limit 11II ltlan 50
SlItI and Claye
LIquid Hmit 50 or men
Hlghty organic IOilI
Fibric P.,t > 67'1. Fi~'
G18WlI willi FInee An. ~ u Ml or MH
Men INn 1~ ~
CIMn SandI
Leal than 5~ linea"
fIlnea c~ u CL or CH
Cul.l and 1,tCc,t3'
Cu<landlor1>Cc>3'
SandI willi FInee FInee ctuaIfy u ML or MH
More ttIan 1~ linea"
An. ctuaIfy u CL or CH
Inor;anIc
PI > 7 and piola on or abawe
"A" .,..,
PI < .. or piola below "A"
IInr
0,1" .
UaUid 1Imll. ow.n dried .0.75
Liquid IImlt . llOI dried
Inorganic
PI pIolI od or allow "A" I,.
PI plClla below "A" line
C'.I'I"'.'
UaUid Omit . ow.n dried < 0.71
Liquld limit . llOI drlecl
Prtmerity organic mattar. clMc in color. and organic odor
Hemic Pelt 33'1.-67'1. Fibers
....... 011.... '., , .' I lIle Soill. (7Softft) .... II-. co.l
.. fIeIlI .--.. COlII8illICI COlltIIIe '" ......... . IIlllIl 11IM -gj. D. ID" Ca.
--.?- . D~.O.
''WilII ... . .1IcluldIIw, .1IlllIl........._
eo.-. ... , . 1~ llnII ............... ~. .. .....~1~ ..... ... "WIll ...... . ...
OW4M ... ..... ...... ... .. _
OW.QC - " .' , ...... wIIl_ ...". . .. CL.... ... cIuII, " GC4M. fir
OP4M IlOllIfr .... ...... ... .. sc.-
OP.QC 1lOllIfr" . '...... will _ "It lIMa _ '. .. 11IM..... . I . . ..,... . ...
Ds.t. ... . . 1~ 1nII........, " . _
SW-8M .. " " ,1IIIlI..... 'w .. .....l.'~....... ... ''WillI ........ . ...
sw-sc: , ' . ,1IIIlI will _ _
..... IlOllIfr .... IIIIlI will ..
PC IlOllIfr .... .... ... _
IIIVI '''._LYSII
.e.".. .. I 'IIYI ... I
""''lI. 'lI. . .. 10.... 140_
~11 ,. 0
.. .'\. -------100
; ,. =
:: ;\ 0..-.1_ 4
: lOT :t\j- + ----..~
; .: ] i i \. I illlO ;
t: I I "'.... ,.........1 :::
r '0 .lL.L !~, ' 10:
-H-4- I' I t:!:.:..."
o ' .~
/ \. \ \...
10 ... '.0 0.' 0.'0
"AllTICLIE SIZI IN MILLIMITUI
c..~.&...
C. .l.I..f.. II." ....
~mmr
II" (11'0)
Soil CIuIifIcatlon
Gtoup Gnlup N....
SymOoI
OW WellllradId gravef
13.. Poorty graded , fl
SlIty eraw"tI.M . I
<1M
GC Clayey ." ~.tI.M
'IIW WeII-graded land
SP Poorty graded und
8M Silly ~
SC Clayey ~
CL LAM claytU'
ML SIIl'tUf
OL Organic CIay'loUUl
Organic Iill"U-MO
CH Fat~
MH EIutic ~
OH erv-nic clay'tUU
0rgMic ~O
PT .....
SJpric Pelt < 33'1. Fibers
"w ~., , IIIlIilIpIat ill "-'*'..... It. a.-.
lily ae,.
.. .. Clll'IIaInI 1110 .... .. No. D. 11IM ''WillI ......
. .'WilII....... "'*'- It. ,. ,
Lw.. -.l.~" no. D.. .. ,J.....
... "MIIlIy" 10 . group _
... .. 00IWlIlrlI.l.3lM .. No. 200.. .. " '
.... .. ..8,....,.. . group ......
"".2.~ IIlCI '*'" 011 '" ... "A" ....
"" < . . '*'" __ "A" line.
~'" ... 011 . ... "A" ....
"" ... ... "A" ....
10.
For el,ulfiClti.. .f fi"'-eI'!i.... hill, / ". ' /'
"" T .....,.1"'. TrocT ,1ft Of coorM'__ , /'
H SO. iiill. ;.,,",
.. E.tila" .... -Ii.. ' ~ ' ~
; 40. ":"..:~tI'l~.~~(_1o~L.ZU. ~.;:, Q~ ,.'7
! E..-ti. .f"U"-U.. ;Y'
VertiClI.t Ll-II to'I-1. /", ../~ v~.
~ so. t"" 'I-O.tlll-I) ,,"
!:!
= ,," 0"
~ 10. '" ~ v ~, MH (lit OH
/" u~;I'
. 11"[. j
". J.~ MLOIlOL
J l
~~ so ~ ~ 10 ~ 10 10 ~
LIQUID LIMIT ILL)
~~ ~~blRuICl
110
,~IXY~aQ
.. -...'" SUTE220
'_ 1355 MENDOTA HElGI-n'S ROAD
' MENDOTA HEIGHTS, MN 55120
--
--
-...
--
........
-....
--
-....
---
~ ...... .....
.' . '~""~t-r;l:~"~'; .~". ",,: :' -~"'~..._ "'100'
/. '.. "'\. . ;;. . ~'. ., .'." . ':l""
.~/,;' ~.-:~~_~:~ ,J'~'. ~.~'-.:~'~/.~) .:~ " \)'. .~.....:.
"./ ". ,.' ~ . .~ ,: 'l;':;"',' l\"}' ..~;.~. -;,
,,,/ .' . '. . \,' .....~.t"?f<...' ;' 'Ii' ." ~.......-
,., 1 .....' ,- .. .. ~~
.'/ .' :. :' . --~ -...,c
,/ E1::6J . '. \!~j(/~.(::/:t~---
/ .'- "_,.., \ \ C ..j-~46
/' \ ---- .~ ..
I,. ,. . . f'fUn -. 61' ' .
I ..- 'l<f'-, \
. /,/ ~1/A. #i~1'~ . ... \, .\
I . ~ ag?"~'u' '.. '.' . \
*~I~.~:05 .' '. ~. . .'", "
,., " . \
- - -,~-~-~/.- ~ _.~~ ". .' '. \ '\ \\ \
. :/ , ! .' '. \ . . .' \ \ \ \
A . I ~. " . . t:I; \ \
,\ " . .,', '..... :;.-11 ........ /. .
4 ' . , '7, '. .
. '. . Pt9Jt'US, Fp ~T~T IMPOO~ \ . \ /\ \ \
. PRIOR lAKE;' MINNEsarA \ \
14ll? 90-075 / Scale. 1 "=50' \ \ \ I I
"
I
/
I
I
I
I
I
I
/
I
I
I
I
I
I
I
I
I
l..
--...
--....
--
.....
....
.......
---
,/ /
----------
--
--
......
-
-
,.
...-
. ......
....-
I
- . . I
'"
-....
-
-
....
-
....
...
....
---
. II &5f>.O~
....
--