HomeMy WebLinkAbout1988-12-01 Soil Investigation Report! '
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JOB NO. X-88169
SUPPLEMENTARY SOIL INVESTIGATION
SINGLE FAMILY DNELLINQ
1635 CONCORDIA STREET
ORONO, MINNESOTA
Betz Builders, Inc.
A report prepared for
MR. DAVID EISS
December, 1988
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JOB NO. X-88111
TION
REPORT ON
SUPPLEMENTARY SOIL INVESTIGATION
SINGLE FAMILY DWELLING
1635 CONCORDIA STREET
ORONO,MINNESOTA
Su bterranean E ngine ering Corp. performed a previou• ao 1 1
inv estig ation at this site in Se ptember, 1988. T hat inves ti gat ion
revealed loose aand and soft organic soil which wa• ju d ged
unsuita bl e for sup port of conventional shallow strip foot tn1•
because of th e pot ential for harmful settlement.
We w er
e
retained by Mr. Thomas Betz of Betz Builders, ac ting
in beha lf of Mr. Dave Eiss to further investigate soil and ground
water c onditions at two �lte rnative propo sed house locations, and
to prepare a report of our findings including r ecommendation& for
the foundation design and installation.
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By -»r.«».„t ^ith the Client two (2) .tender-
t..t hole, were drilled within . »-"«tr.t1on
HOU., end two (2, t T
within 'tanderd penetr.tlon te.t hole, were drills,
-‘thin en ere. north of the prevloo . »,ole..
The field work wee performed ... .^vember ie -
. truck-moonted CM2-«B drill unit T^e 1 .. . ..
drllllnB end •‘••crlptlon of the
e«i«,ling procedure. 1. eppended.
Brewing No. 2 1e a elt. . .
locetlon. In rel.tlon t * "» ‘he m,i,reietlon to outline, of the __ __
locetlon.. Surfec. el.v.tlone r *>«><»••<» houee
All soil uampU, obteln.d were brought to our i k.
axemlnetlon. c1.ee1fic.t1on .nd . limited
fating to eld In . , Tbor.tory
cherecterletlce. The eon TT Iblllty
fflned for . period o [7 *>•
thl. report ef" n h ^
.....................;tiT,. - ---------------------
7 *A75 Hi, , 65 h i
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SITE AND GEQLQQY
This is a lakeshore lot on the west arm of Lake Minnetonka.
The surface of the lot presently is generally about 3’ to 6*
above the lake level. There is an existing house on the lot,
which is to be demolished.
The major underlying soil type in this area is clayey
glacial till related to the Oes Moines ice lobe of the Wisconsin
glaciation. During the later recessional phase of the Wisconsin
glaciation, layers of alluvial silt and sand were deposited over
the clayey till. Post-glacial organic deposits have subsequently
formed at the surface, particularly within depressional areas
having no drainage outlets.
According to information published by the State of Minnesota
Geological Survey, the uppermost bedrock stratum under this
property is believed to be either Jordan sandstone or St.
Lawrence dolomite, and occurs at considerable depth below ground
surface, in excess of 200*.
o
P:
•ncount«r«d In this
h« prsvIoMS tsst hols
sncountsrsd In this
sand or fill; smsop
11.
Ins to msdlum ssnd, snd
to bstwssn 13* snd IS-
»srsd to bstMOsn IB* sfid
I locations. Ths bisck
I consldsrabls amount of
IS In this uppar sand
and avaraga lass than S
B condition. This sand
n support bacauaa of ths
within and balow It.
- ,r sand at th. location of taat hola
oiractly balo« th. upp „q«.nc. of
3 a. and 6 1- • a-1/2* to 8* thicK a-a-P
..............n^Jiroo Of th, P..V.OU. -
aspo.1t layar pr.aant at which
a-a.P -.POBita vary fr«« a d r to
. asrk brown sponpyi *o structuralthin layra of dark „„su1tabl. for
sr. highly co«pr..aibla a
support. ot occur at th. loc*
taat hoia B«
I lannw (llttgisl extandlng
,^sn.p dBPP«'«* ,
B.10W th. upp.r .BP- t,.t hol,B. IB
p.,ond th, 26- to 31- t.ra.1oal P of
“• r:r:.:t^ «■ - - “•*this formation varl.a irr u
*1. .t taat hoi. «•
1 snd 2. to 13* -BP"*'
c
rr^
o
Mm^
6
The Dee Moines clayey glacial till consists primarily of
grey sandy clay with traces of fine gravel throughout. Standard
penetration tost values in the clay till vary between 14 and 24
blows per foot, indicative of a tough to very tough conaiatoncy.
The natural moisture content of the clay till is between 17* and
21*. The Oes Moines clayey till has moderate load bearing
capacity and low compressibility, and is a very good foundation
8Ub80l1.
GROUND WATER COtJDITIQMS
Free ground water was encountered in all S tost holes
between 3-1/2’ and S’ depths, corresponding to elevations 924.3’
to 927.8’. Had the period of observation in tost holes 3 and 4
been longer the water levels would also have risen to the 926’-
928* range.
The ground water level at this site ie directly related to
the prevailing water level in Lake Minnetonka. At the time of our
field work, the lake water elevation was 926.3’, corresponding to
between 6’ and 7’ below present ground surface. The 100-year
floor elevation of Lake Minnetonka is 931.6’.
/i umumAmAH
—/ FO Bo. K.W6
Zrl Hmnnpaia Wi 0433
\;,'v ^ A^ ti~ ••■ !' .
insists primarily of
ihrou9hout. Standard
batwaen 14 and 24
y touph conaiatancy*
is between 17* and
derate load bearing
ery good foundation
n all 6 teat holes
to elevations 924.3*
In test holes 3 and 4
risen to the 926*-
s directly related to
;s. At the time of our
1.3’, corresponding to
lurface. The 100-year
relatively light.
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ne and wae presumably supported on shallow stone foundation walls, and was p
footings. It undoubtedly underwent some settlement, a d the-
some significant cracKIng In the visible portion t
,„rn.r but nevertheless It apparently foundation wall. . . .one corner, but .. . . . . ..
performed adequately over the years. On
aegree of settlement and cracKIng would not be tolerabl. . . . .
house.
6«75 H» » A5 M
one story, slab-on-
lith attached
;y, north of the old
Foundations will be
thick mortared field
supported on shallow
lament, and there was
la portion of the
theless it apparently
I other hand the same
be tolerable in a new
TO. loc-Uon* I,... 1<»
,0... °.;r.od.TOt.» co»TO~"»- “
TO.d b..rln. ■»»“’« •" .» codV.dtim«
«■- “ -or '■
.. . “Ttldn... -
.on. . . . . .,Unoo. . . . . . . . . . .. . . ..
corr«.«» ..„,«»o0. o. •
.„oit 10 0itr.oo"tui 1000 00 ^„..lolo •»”
.oooooTOO 00 ...no. TO. 00.0 ro. .00—..'
,» ooor .on. TO «».0 r«.oTO.
......OWO, „ ..TOO. .. O'... ..
..TO.....' ;
to !"• ’7.* ,„o r...«. •” ““
.„.r 0....O. oon..*...'"" ...t th...
.- ““ .To’^l......foundation alternative
in order of our preference.
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ATternatIvft ] -
This Is ths most positivs foundation solution, would result
In the best building performance, and could be carried out at any
time.
The house and garage may be supported on driven piles that
transmit the structural loads down Into the competent Inorganic
Oes Moines clayey glacial till below the overlying loose sand and
4wamp deposits. If this alternative Is selected the floor slabe
should be structural slabs, also supported on piles.
Class B timber pi lee treated with creosote, conforming to
UBC or ASTM standards for trsated piles would be suitable for
this site. The piles should be Installed to achieve at least 20*
of embedment Into the competent Des Moines clayey glacial till,
below the overlying loose sand and compressible swamp deposits.
At our test hole locatlone piles of approximately 30’ to 45’
length, measured from present grade, would be required. In
general, the shorter pile length could be utilized within the
northwest portion of the presently proposed building location;
the longer piles will be required within the south and east
portions of the building area.
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The pjjos should ba driven to
The sctua, design ‘
•hould bo limited to is tone, to allow T""
—elated with the slow consolida 1 !............... ^
J ■■*““■ ““
"“'lain, »m
-Mn. “"•• t,-
r .....................................................
; «'•“« ...o™
......,»
.................................
;............. *• ■ <...t
'• “"«■ *-» »l... -------- • ‘-"--.H
»•" to . ^
-“••• - -- “">■ ~»t.
.............. t„„
W-'^y 65 Nf
M,V554J2
The center-to-center pile spacing should be not less than
three times the largest diameter of the piles. The elevation of
each pile top should be determined immediately after It is
driven, and after all piles are driven. Where heave of more than
1/4** is measured, the pile should be re-driven to its original
elevation or lower.
There is a distinct tendency for the ground directly
adjacent to a building on piles to settle with respect to the
structure. This can adversely affect sidewalks, patio slabs, etc.
The grading plan for the structure, driveway and landscaped areas
should conform with closely as possible to the existing grades,
to minimize new fill loadings on the compressible subsoil, and
reduce this tendency.
Alternative 2 - Rigid Raft Foundation
This alternative would be less costly than driven piles, and
could be carried out almost at any time, subject only to non-
freezing weather conditions.
12
Even though there would be a tendency for different parts of
the structure to settle differentially, with estimated
settlements of 1/2" min. to about 1-3/4" max., the structural
rigidity of the raft would mitigate the uneven settlement
pattern, and should result in tolerable performance of the
superstructure. Furthermore areas of most settlement could
potentially be raised by pressure injection of an appropriate
grouting compound below the raft slab, a process commonly
referred to as "mud -jacking.
To prepare the site for a raft -type foundation, all
obviously organic surface topsoil should be removed from the
proposed building pad area, and a minimum 4' subcut should be
made below design subfloor elevation. All fill should be a clean
well graded sand and gravel containing less than 7% fines. It
should be spread in loose lifts limited to 8" in thickness and
compacted with a large smooth drum vibratory roller to achieve at
least 95% Maximum Modified Proctor Dry Density, ASTM D-1557.
fwfLRRA�AN
i11. GsiNlriR��i
_I 61i7�e5 .VE
TiT PO so. 1:70!
1 M ^nrepo^. MN SS=
• ‘ ‘ ■ • ••:1>'^
11 ff•rent parts of
VI 1th estimated
K., the structural
uneven settlement
lerformance of the
settlement could
n of an appropriate
process commonly
>e foundation, all
s removed from the
4» Bubcut should be
il should be a clean
,s than 7* fines. It
0- In thickness and
roller to achieve at
ity, A8TM 0-1657.
MKAS
The raft-type foundation should consist of a relatively
.hicK and heavily reinforced. thicKened-ed,e .ith inter^-^
.. . . . . . .- in both directions, placed over a .ini.u»^4^
thicKnees of densely compacted sand. The foundation ays em
,e designed by a structural engineer experienced in thi. type f
construction. Structural loads on the subsoil under bearin, w i1.
or columns should be limited to 1200 p.a.f.. “
proportionment of the widths of thicKened edges or ribs
th. underside of the raft, under bearing points.
3 - rrnlnn^l surcharge- -
,M. .mr™.... r-ov.1
Of a considerable amount of fill. •'’I would also delay the
* a ntha to 1 year, based on our preliminary project by at least 0 months to 1 year.
pad area to compress or consolidate under a mound o
weighing more than the house, then to remove the surcharge fill
and support the building on shallow footings.
643!
b976 Him 65 N £
PO Bom 3230$MHSS40
rrriwaii:i.i
rSTiTTil IP niilWiM?]
1
Driveway
Major soil correction is not necessary in the driveway area.
Existing surface vegetation should be stripped and removed.
The grading plan should provide for a minimum of 1-1/2* of clean
sand and gravel sub-base below the pavement subgrade. Both sub
base course fill and the aggregate base course should be
compacted to 96X Maximum Modified Proctor Dry Density, A8TM D-
1667.
Once the stable subgrade has been established a conventional
flexible pavement design may be used. Such a design may consist
of 6** compacted granular base course, overlain by a minimum 2" of
hot-mix bituminous wearing surface.
GENERAL
The soil conditions have been established at our specific
test hole locations only. Conditions between and around the
borings are likely to vary, and interpolation or extrapolation of
the results is not warranted.
During construction all excavation, earthwork, fill
placement and compaction, piling installations snd foundation and
pavement installations should be monitored and tested by a Soil
Engi.ieer or qualified Engineering Technician. We would be pleased
to provide the necessary field engineering observation and
testing services.
j mmmikmMm r7 cMssMccaiwe
6.»'i 65 N£
n' tio. 3L ’J06
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Th« r«comm«ndat1on« contained In this raport ara Intandad
aolaly for a projact of tha typa daacribad harain. In tha avant
that any changaa In tha natura, daaign or location of tha houaa
la plannad, tha conclualona and racommandatlona containad In thia
raport ahall not ba conaldarad valid unlaaa thaaa changaa ara
ravlawad, and tha conclualona of thia raport ara modiflad or
varlflad In writing.
Thia raport haa baan praparad for tha axclualva uaa of Mr.
Oava Elaa, Batz Bulldara Inc., and thair aganta, for apacific
application to a propoaad aingla family dwelling, 1635 Concordia
Straat, Orono, Minnaaota In accordance with generally accepted
aoll and foundation engineering practicaa.
6*75 65 Nl
PO BotiOOi
55*32
t
17
The soil testing services performed by Subterranean
Engineering Corp. for this project have been conducted in a
manner consistent with that level of skill and cars ordinarily
exercised by other members of the profession currently practicing
in this area, under similar budgetary and time constraints. No
other warranty, expressed or implied, is made.
Submitted December 9, 198S
SUBTERRANEAN ENGINEERING CORP.SUBTERRANEAN ENGINE!
Geotechnical Engineer
Mervyn mndessMervyn
Registered Professional Engineer
WEF:HM/pg
Distribution: 3 cc Betz Builders, Inc.
Attention: Mr. Tom Betz
1 cc Fran Feyereisen
1 cc File
rf7?r ’I
^
APPENDIX
DRILLING AND SAMPLING PROCEDURES _
The field work wee performed on November 16 and 29, 1988
uelng a truck-mounted CME-46B drill unit. The teat holee were
advanced with 3-1/4“1.d. x 7-o.d. continuoue flight, hollow etem
augers which act as a temporary casing to prevent collapse of the
sides of the hole.
Standard penetration tests were performed In advance of the
auger tip at 2 to S foot Intervals of depth. In accordance with
procedures designated 1n ASTH D-1586. In this procedure, a 2**o.d.
split barrel sampler Is driven Into the soil by repeated blows of
a 140 lb. weight falling 30**. Aft - an Initial set of 8", the
number of blows required to drive the sampler an additional 12"
Is recorded as the penetration resistance of N value (blows per
foot). This value Is an Index of the relative density of
cohenslonless soils (sands) and a consistency of cohesive soils
(clay). In addition, thin-walled tube samples of cloy soils were
obtained according to ASTM D-1587 at the depths Indicated by
appropriate symbol on the boring logs.
_ 6iN£—y »«>•H MN Si43J
m
As * a samples were obtained in the field, they were
visually and manually classified by the crew chief in accordance
with ASTH D’-2487 and D-2488. Representative portions of the
samples were then returned to the laboratory for further
examination, testing and verification of field classification.
Detailed soil descriptions together with results of field and
laboratory testing are given on the Borehole Logs. The capital
letters represent the appropriate group symbols of the Unified
Soil Classification System. A chart explaining this system 1e
appended.
IT'
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(pe.rc.n.)
iio.o US <1
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in I S-A rONTKNT (s>
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W'JKAUon
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«Aflo
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. CltKy
P'oJwL No.^OU,„„
SubUrriiiion,,
S‘*‘'*o”.‘n«. «•..,,,.
wcuwiNE D co«p„„s^.,„~
"V. T;,'
No. I
H0F
r
L*9*nd:
Symbol: D#»criptlon:
fill
Symbol: D«»cription:
^ «r ^ ^
TOPSOIL SPND: Looso
SAND: Modium Donso GRAOEL
SILT CLRY
LIMESTONE
!
standard ponetraition
>•tost.140 lb. hsm~
roer droppod 30"
p Undisturbod thin
I wall Shelby tube L_..J
Depth of water
at the time of
dr i11io9
Notes:
*' onlw. »nd «r.suDject to '/er if 1C at ion by a Land Surveyor.
«»mpl.s r.cov*r.d «r. rwort.d the 109s. Abbreviations used are:
Wp - natural dry density <pcf>
moisture content <X>
Ou ■ Unconfined compression <psf>
LL
PI Liquid limit
Plasticity index
STANDARD SYMBOLS ON BOREHOLE LOGS
SUBTERRAKcAN ENGINEERING CORP.
A"
H
C)
BOREHOLE LOG
BOR1N0 1
project: Single Faimilg Duelling
LOCATION: 1635 Concordi^i Street
CITY: Orono» Minnesotn
Approx, depth to grounduiaiter: 3.5'
LO00ED by: db/'MM test hole: 1
JOB NO.: X-88169
elevation: 929.8
DATE: August 3, 1988
•OIL (YTiaCLS
•441TLCII nmtOLt
M4ll riKLb TCtT
Description TT5T
M.C. X <»cf>
•>K9n«ln.4
SUBTERRANEAN EN0INEER1NO CORP.
•>. :
BOREHOLE LOG
BORING 2
PROJECT: Singl* F»mily Duelling
LOCATION: 1635 Concordia Str**t
CITY: Oronof Minnesota
Approx- depth to groundwater: 4.5'
LOGGED by: DB/'MM TEST HOLE: 2
JOB NO.: X-88169
ELEVATION: 932.2
DATE: August 17$ 1988
CLCV
M»TN
sou SVT1KX.S
SVt»»X.S
FICLS TKST MT*
♦SO-
1-4
1^4
3^4
3 •4
4.-4
3'4
3^4
I".
1^4
1^4
I-'4
I-'4
3'4
3'4
I3SCS DescrIption S^T Tt*T H«t.r.l a-,Un;on4ln.4
•low.. M N.C. X <»cf>
SM Black Silty Sand Topsoil.
Organic -fines. Moist to
a
wet. Very loose.
3
SP Brown -fine to medium Sand
Wet. Loose.
SH Black -fine to medium
Silty Sand. Organic -fines
3
Saturated. Very loose.
•
SP Grey -fine to medium Sand
Saturated. Loose.
9
OH Dark grey Organic Clay.
A -few pieces o-f wood.
1
Highly plastic. So-f t.
PT Dark brown Peat. Spongy,
so-ft. Saturated.
II S3
CL Grey-olive green Silty
-ML Clay. Varved. Low plast.
Tough.
7*13
CL Grey Sandy Clay With A
Little Gravel. Medium
plasticity. Tough.
SUBTERRANEAN ENGINEERING CORP.
BOREP •_ OC
t
PROJECT: Single Family Dwelling
Li►C'ATIOW:1b�5 Concur dia Street
CITY: Orono, Minnesota,
APPVox- depth to groundwa.tet,: g
LOGGED BY: DB%JD TEST HOLE: 3
AV :va Ell
'LL
,«,,,, Desc r 1 P t i On
11y ,
aft,," to ttm..
JIB NO.: X-88169
ELEVAT I OIJ: 932.3
DATE: November 15r 19881
•r r.. .r w•en :.r..
SM Black Silty S3.nd Topsoil. '
} Organic fines. Moist to
1 wet. Very loose.
SM Brown -dark grey Silty
(fine to medium Sand With i
A Little i,r•avel. Wet to
�s3.t��.rated below 8'
I�ledium dense tq vet -y
loose.
r s
i
F ,
M1 i I
•
OL Black Organic Silty Clay.
ILow Plasticity. Soft.
Sm Dark grey Silty fine to �,»
coarse Sand With A Little
Gravel- Saturated. Medium
(dense.
+I
I
CL Gr e
d Sande C la,4 With A
Little Gr Avc-I . Mc dl!iR,
Plasticit,-j. Tau9t,. I
SUBTERPANEAN Ef4G I NEER I NG COPP.
c
4
BOREHOLE LOG
BORING 3
PROJECT: Single Family Dwelling
LOCATION: 1635, Concordia Street
CITY: Orono, Minnesota
JOB NO.: X-88169
ELEVATION: 932.3
Approx. depth to 9#10undwater: 8'
LOGGED BY: DB/JD TEST HOLE: 3 DATE: November 159 1988
SUBTERRANEAN ENGINEERING• CORP.
4^
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BOREHOLE LOG
BORING 4
PROJECT: SiP9l* FimiilM Owviling
location: 1635 Concordia Street
CITY: Oronof Hlnnosota
Rpprox. depth to groundwater: 7.3'
LOGGED BY: DB/'JD TEST HOLE: 4
JOB NO.: X-88169
eleyation: 931.9
DATE: November ISt 1988
toil.
-9
mF
t'4
5*
4-A
2'A
i'A
1-4
1^4
#•
/
/I
"i
5^4
4 4 ««
y
>/
•or In. rmllnu*.
SUBTERRANEAN ENGINEERING CORP,
W4C4 Description VT T«4T H«t<«r«|9rv •»‘r*l»v
• iMMrAt H.C. n (»C4<
Fill, brown Sano And
Gravel. Damp. Looxe.
4
OL Black Organic Silt^ Claw
Topsoil. Low plasticity.
j . •
It
SM Brown Silty Fine to med.
Sand Hith A Little Gravel «
Hoist. Hedium dense to
loose.
i 4}
(
■ OL Light grey Organic Clay.
Shell Fragments. Low1plasticity. SoFt.r
CL Dark brown->grey Sandy
Clay. Hedium plasticity.24
StiFf.
CL Grey Clay. Hedium to high“CH Plasticity. Tough.IS
CL Grey Sandy Clay With A
Little Gravel. Hedium
plasticity. Tough to very
tough.
14
14
•*ic«n«ln.4 Co«».
Stranttn <44•>
borehole log
project : Slnale , „ BORIng 4
LOCftTION: 1635 Coo ** ®“*Hin9
7.,.
--------- test HOLE: 4
BCRTm
it 9
B*«crlptjon
JOB NO.: X-88169
elevation: 9St.9
WTE: Nov,n,b»r ig. 1,89
»P» TE8T
•Mt«n4|n»4 C«^.
SUBTERr^ANEAN ENGImthRIHO C0«.
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BOREHOLE LOG
BORING 5
project: Single F»mily Dwelling
LOCRTIOH: 1635 Concordia Street
CITY: Oronoy Ninneeota
Rpprox. depth to groundwater: 3.7'
LOGGED by: DB-^TM TEST HOLE: 5
JOB NO.: X-88169
eleortion: 931.2
DRTE: November 29t 1988
*OlL
ifnrx'!
«•« rirLb TC(i mtm
/
• In* <on» Irw..
Black Organic Silty Sand
Topsoil. Damp. Loose.
Grey-black Silty Fine
Sand. Slightly organic
from 4*-7’. Met to
saturated. Loose.
Description irr
air..*. «t
Black Organic Clay. Some
roots-wood. Medium plast.
Grey Sandy Clay Uith R
Little Gravel. Medium
plasticity. Stiff to very
tough.
n.c. !«
Drw
Strtr>tth <».•>
Rttempted Shelby tube sample at 20*. Zero recovery.
SUBTERRRNERN ENGINEERING CORP.
oft
►+ztempxea Shelby tube SUMP10 at 20'. Zero recovery.
SUPT=RRANFAPJ FNGINEFRING CnPP,
BOREHOLE LOG
BORING 5
PROJECT: Single Family Dwelling
LOCATION: 1b'35 Concordia Street
CITY: Orono, Minnesota `
Approx. depth to grou.ndo,)a.tAr: 2'
LOGGED BY: DBXTM TEST HOLE: S
JOB NO.: X-88169
ELEVATION: 431.2
• «
BOREHOLE LOG
_ boring 6
PROJECT: Sin9l» Fsimily Duelling
LOCATION: 1635 Concordia Street
CITY: Oronof Minnesota
Approx, depth to srounduiater: 5.4'
logged by: DB.-TM TEST HOLE: «
CLIV
BC^TH
•OIL tVTfBOLt
^»LE» Svn»JL«
MELD TEfcT MTA
f
I
WE
SM
OMcrlptlon
Topsoil.Roots. Moist. Very loose,
rated belou 5’. Loose.
Sandy Clay With A Little Gravel.
Medium Plasticity. So+t
grey Silty -Pine Sand.
Saturated. Very loose.
pHjfSriirrl^L.
tough. ^
JOB NO.: X-88169
ELEVATION: 933.8
DATE: November 29, 1988
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SUBTERRANEAN ENGINEERING CORP.
BORING d
ELEV - DEPTH
933 -1
413
BOREHOLE LOG
BORING 2
1,.
2..
Sh
1,.
1�.
6
WT -3
SP
SM
14
-SM
T'4
' •
1..
6PT.:
"••
yT.l
1-.
1PT.7
114
7
1�4
Vf-2
1�.
CL
SM
.4
' •
1..
6PT.:
I6
2-. CL
a,a pT.t.
16,6
8.6
1..
SM
t.
pt.2
3'. SPT -7
a,{
SIP
7 • IPT•3
1-•
t -a SM
1,. cPT.a
1•.
11. �+IPT.S
3.4 SP
6.5.6 ,.T.1
6.5,6
6.'516 om
PT
3.6 6PT.11
CL -ML
�•. SPT..
/vs /ball
1 va CL
Pr o .i oc t No. X-88169
SUBTEc'RANEAN E' IG I NEER I N RP.
GENERAL NOTES
Descriptive Terminology
CONSISTENCY
TUM
left
Stiff
T«w0h
Very Teugfi
N VAim
0-4
5-i
9-15
14-30
Over 30
APMOX UNCONFINfO
COMFMISStON STRENGTH
0
1200
2000
4000
Over
1200 ptf
2000 ptf
4000 ptf
•000 ptf
•000 ptf
■ llATtVI PROPORTIONS
liif
Trace
A little
Seme
With
RANGE
0 - 5«/o
6 - l5«/e
16 - 30®/o
31 - 50®/o
DENSITY
li&M
Very Leete
loot#
Mediwm Rente
Rente
Very Rente
iLJflIUCf
-;-4
ft-10
11-30
^^S0
Over SO
MATIRIM CLASSIFICATION
TERM
•oulder
Cobble
MeJ Courte Gravel
Fine Grovel
Sand
Silt and Clay
aii
Over • incliee
• — 4 incliet
4-3/t incliee
• in - N* 10 eieve
N® 10 sieve - N® 100 eieve
Finer than 100 tieve
MOISTURE DESCRIPTION DEGREE OF SATURATION Vg
Dry
thi«N4
Oomp
Moist
Wtt
SoturoftP
0
1-25
25-50
50-75
75-99
too
Boring Log Symbols
Immediate Water Level
24 Hour Water Level !V'r--4
Loss Of Drilling Fluid
Undisturbed Sample
SUBTERRANEAN ENGWEERWG CXDRP.
IMPORTANT INFORMATION
ABOUT YOUR
GEOTECHNICAL ENGINEERING REPORT
More construction ,ire caused hy site subsur
face conditions th.in any other lactor As troublesome as
subsurface problems c.m U* their lrc\^uency and extent
have been lessened considerably in rcxeril years, due in
large measure to programs and (Hjblications of ASFt/
The Association of Engineering Firms Praeticing in
the Geosciences
The following suggestions and < bservations are offered
to help you reduce the gt'oiechnical-related defays
cost-overruns and other costly headaches that can
occur during a construction pro;ect
A GEOTECHNICAL ENGINEERING
REPORT IS BASED ON A UNIOUE SET
OF PROIECT-SPECIFIC FACTORS
A gcxMechnical engin»vnng report is t.ascnl on a subsur
face exploration filan designed to itu.orfxnate a unique
set of proteci-sjHxifi* f.v:tors Thc’st' typically incluile
the general nature of the struc ture involved its si/c ancf
configuration the locatior of the strui-ture on the site
and its orientiition [>hvsicai corn omitvints sue h as
j;ccss nvjds parking lots and uri(ferground utilities,
and the level of additional risk ’vhich the client assumed
by virtue of limitations im|XTseci upon the exploratory
program To help avc»id costly t>roolenis consult the
geotechnical enginexT t(T determine how any fat t<vs
which change subsequent to the date of the rc‘|KUt may
affext its recommendations
Unlc*ss your consulting gc*ot<s hmcal erigmct r iiuficates
otherwise, tfour ^rifti\hnu ul rnjintrritui rcr i t stunihl nuf
fv used
• When the nature of ifie t>fofH)Scsf sirui lure is
eft inged for example, if an office buiUling will tx.*
erected instead of a fxirking garage or it a n triger-
jtc'd '.vaiehouse will i'e built insteatl of an unre-
frigeratc*d one.
• when the si/e or configuration of the propt'seti
strut lure is tjlterc*d
• when the Itxalion cm orientatuMi of the protn-sed
structure is mcKfifietf
• when there is a change of ownershifv (m
• for i|>|rlu atit»n to an atfiaienl site
GcoR'iIrHual iTtaarctTs lUHiri'I UutTf rsf>ott'<ihlilu far (>r,il hw-
uhuh may dtrelof if thru ah' nut u'Msuffo/ a/icr I'aifdrs ,,ufsi(F
ereJ in their rerart s de\'t ’!,‘rnirn! tune ihanae.l
MOST GEOTECHNICAl "FINDINGS
ARE PROFESSIONAL ESTIMATES
bile expItMatioii ufentilies at tual sulisurface londiiitMis
only at those jMunts wfiere samples are taken whe n
they are taken f)ata denvt'd thn tugfi sampling and suf*
sequent l,ilxx.itt<rv tesfircg. ue exir irv»ljtetl Iw get>-
techriicdl engineers who then render an opinion about
overall subsurface conditions, their likely reaction to
ptofxrscxi construction activity, and appropriate founda
tion design Even unefer optimal circumstances actual
conditions may differ hc^m those inferred to exist,
Ix’cause no geotechnical engineer, no matter how
qiialific-d ,md no subsurface exploration program, no
m.mer how compre hensive can reveal what is hidden by
earth rexic and time The actual interface between mate
rials may be far nuMe gradual or abrupt than a report
iridic.itc*s Actual cenditions in areas not sampled may
differ from predictions Noffiirr^ lait he done to prevent the
iinanth iruled hut i an he taken to help minimize their
imraii For this reason nuxl cxtTru’Mird od'ners retain their
aeateihnuai ien^iiltarh thnniah Uw .i'nstru<lion stage, to iden-
tifv vanant es t oncluct .KUfilional tests which may be
ncedcNl jrvl to recommend solutiims to prtrF^lems
enctnintered - mi site
SUBSURFACE CONDITIONS
CAN CHANGE
bubsurtj..c i ondilKMis ma\ U- modified by constantly-
V hanging natural force's Because a gc'otechnical engi
neering re[HMt IS basetl ('P conditions which exisltxl at
the time of sut'surface exploration lonstruition decisions
<hi>a!d not he luised ('ii a jccfcdrnua/ oraiMivrutg report
ihlr'ijiiaiU Mian 'laiv Ivor affected (•y lime S|x*ak with the gtx>-
tei hm- a! consultant to learn if additicMial te'sts ari‘
j(Kis.il»li i)e!< *re construction starts
CeMistruction ope rations at or adiacent to the site and
natural even is -ui h as llooxfs earthquake's m grevjnd-
water llih.tuations rna\ jEo .itics t sul'surface conditions
and thus the ccmlinuing adc'quaev of a geotechnical
refHMt 'h- geotechnical emginevr should be kept
apr'ret vl ot .inv sui fi r'venls and should l>e consulted to
determine :f .nidition^.l tests arc necc'ssary
GEOTECHNICAL SERVICES ARE
PERFORMED FOR SPECIFIC PURPOSES
AND PERSONS
GcsMei hr. (.,1 1 tiginevrs repcMts ju' pic-fsaed to meet
tfu' s|xv.itu. newis (*l specifu individuti s A regiorl pre-
}v,jre.| ft It I ctMisulting civi! engincvr max mM fx* ade-
qu.ite lor .1 umslriK tuMi conlrai lor cm even sonx' other
V onsulting nvil c-tigintvr Unless indicated otherwise,
the lefxMt was (irejxirisl extuc'ssly Icm the Jienl involved
ari'l expresslv tor |'ur|K>s<*s indic ali'd by the client Use
bv inv cMher |xrscM)s for any |Hjr|xTse or by the client
for aditlereni |>urf>ose may result in fMof'lems NaiMifi-
vuiuai Mer than the tluw arrlu Ihis KT<’d /'•'
intended inirihy^e leitfum! firxf i .in/crnMa h iIIi the geoleihnual
enginrer N.' stu'alJ arrfu f»rn rrrxvf kv airw purrece
afisT than that oriainaHti onlrtni'lated n'lthoul first ionferring
n'ltM the Ji'oteihnii al enaineer
I ^
I
I
A GBOTECHNICAL ENGINEERING
REPORT IS SUBIECT TO
MISINTERPRETATION
Costly problems can occur when other design profes
sionals develop their plans based on misinterpretations
of a geotechnical engineering report. Tb help avoid
these problems, the geotechnical engineer ^ould be
retain^ to work with other appropriate design profes
sionals to explain relevant geotechnical findings and to
review the adequacy of their plans and specifications
relative to geotechnical issues
BORING LOGS SHOULD NOT BE
SEPARATED FROM THE
ENGINEERING REPORT
Final boring logs are developed by geotechnical engi
neers based upon their interpretation of field logs
(assembled by site personnel) and laboratory evaluation
of field samples Only final boring logs customarily are
induded in geotechnical engineering reports. Tfuse lo^
should not under any circumstances be redrawn for indusion in
architectural or other design drawings, because drafters
may commit errors or omissions in the transfer process
Although photographic reproduction eliminates this
problem. It does nothing to minimize the possibility of
contractors misinterpreting the logs during bid prepara
tion When this occurs delays disputes and unantici
pated costs are the all-too-frequent result
Tb minimize the likelihood of boring log misinterpreta
tion. give contractors ready access to the complete geotechnical
engineering report prepared or authorized for their use
Those who do not provide such access may proceed un
der the mistaken impression that simply disclaiming re
sponsibility for the accuracy of subsurface information
always insulates them from attendant liabilltv Providing
the best available information to contractors helps pre
vent costly construction problems and the adversarial
attitudes which aggravate them to disproportionate
scale
READ RESPONSIBILITY
CLAUSES CLOSELY
Because geotechnical engineering is based extensively
on judgment and opinion, it is far less exact than oth«
design disciplines This situation has resulted in wholly
unwarranted daims being lodged against geotechnical
consultants To help prevent this problem, geotechnical
engineers have developed model dauses for use in writ
ten transmittals These are not exculpatory dauses
designed to foist geotechnical engineers’ liabilities onto
someone else. Rather, they are definitive dauses which
identify where geotechnical engineers’ responsibilities
begin and end Their use helps all parties Involved rec
ognize their individual responsibilities and take appro
priate action Some of the^ definitive dauses are likely
to appear in your geotechnical engineering report, and
you are encouraged to read them dosely. \bur geo
technical engineer will be pleased to give full and frank
answers to your questions
OTHER STEPS YOU CAN TAKE TO
REDUCE RISK
Vbur consulting geotechhka '*neer .vill be pleased to
discuss other techniques wf • be employed to mit
igate risk In addition. ASTL ».».s iieveloped a variety of
materials which may be b^.ieficial. Contact ASFE for a
complimentary copy of itS publications directory
Published by
INI ASSOCIA1ION
OFHieiNiaiNGRIMI
FtAcnctHe M INI etoioeicis
8811 Colesville Road/Suite C 106/Silver Spring. Maryland 20910/(301) 565-2733
I
I my
o
o
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM OMiflnction: D 2417 > 66 T AND D 2486 - 66 T
iSti^22ii£IS2iiiSJ^a»^2Sfc
4
Ma|«r dl«Mon«
I
S
HIIII
In
fl
i-MII3
iiill
III
III
1
u
II
I
HliA
Ore«ip
•ymbolt
GW
Typical name*
Wall-pradad pravaU. pravalcand
mlKturai. Unit or no finat
Poorly gtaCyd O'avali. prtval-
tand miMtura*, litlla or no fine*
Silly pravali, graval-Mnd-aili
miaturaa
!l
s
li*
MH
aayay gravalt. praval iand-clay
miMiurat
Laboralery alalliallow criiarto
I
I
I
iS
I
«>»{
85 J
oTuI
a 13 fi
Wall-sradad tandt. gravally
•anda. litila or no finat
Poorly gradad undi. gravally
•andi. litlla or no finaa
Silty aandt. aand-ailt miMiurat
Gayay aanda. und-clay mia-
twraa
inorganic liitt and vary fina
aat>da. rock flour, ailty or clay-
ay fina aanda or clayay tilii
aaith alight plaaticlty
Inorganic ciaya of low lo ma-
dium plaaticiiy, gravally clayi.
aondy daya. ailty ciaya, laan
daya
Organic ailta and organic wily
c aya of low plaaticlty
Inorganic ailta. micacaoua or
diatomacaoua fina aandy or
ailty aoila alaatic ailta
Inorganic daya of high plaa-
ticity. fat ciaya
Organic daya of madium to
high plaaticity, organic ailta
Paat and olhar highly organic
aoila
H
y
l!
lit ; •
!l»hI ill
iriiiiIll's
£>ao tOft*
Cu«^~graatar than 4; baaaaaaai 1 and 3
Net maating all gradation raquiramanta for GW
Atlarbarg limitabalow "A**
line or P.l. laaa than 4
Abova **A” lina aaHh P.I.
batwaan 4 and 7 ora bor«>
darf/na eoaaa raqulring waa
of dual aymbolaAttarbarg llmita abova "A"
lirta with P.l. graatar than 7
O«o (Oiot^
c„. — .h„ ft 1 M 3
Not maating all gradation raquiramanta for SW
Attarbarg linuta below "A"
lina or P.l laaa than 4 Limita ptotilng in hatthad
tor>a with P.l. batwaan 4
and 7 ara bord^Unt mtm
raquit. ' ^ of dual tym-
bolt.Attarbarg limita abova *‘A”
lina with P.l. graatar than 7
1 1 1 1 1
For clanlflcation of fma-graii
Milt ar«d fina fraction of com
__gralnad aoila.
Attarbarg Limita plotting
hatchad araa ara bordarlirta di
ficationt raqulrlrtg uaa of d
__ aymbola.
Md
raa*
y 1 N\In
nai-
kial CM
/
/
Eo'• ation
rl-0.7
of A-lli
3 ILL
w:
20)
/
/
a*
/r OH ar 3 MH
CL
/
/
:LMii SP'
y
/
ML ai dOL
Liquid Limit
Pfaailcitv Chan
TUBtERRA^EAN ENGINEERING CORP.
m