HomeMy WebLinkAbout1977-08-31 Septic System Design ReportAn Expansion o/ Soil Engineering Scrciecs, Inc
1WN1A"Ld/ST.►"LN&. Coo" M. Is. to, 1"ISIM.mph..Mo. H/is/411-M1"a
ONTNIN OWNINTA Ttt/ I.111r A"m.11 MIf,, IM. SS1M I t18-163.00
August 31, 1977
George Jackson $ Associates
Suite 1760 Shelard Tower
Minneapolis, MN 55426
Attn: Mr. Bob Tyler
Mr. Tyler:
BMUR'
ENCINEERNO TESTMG
1 f M�yr1 I. Aw�w
M NN mo VKI Aw QAWW_
C • 9Mo" I I . Yu Aa /7.0W.V
Re: 77-423 PRELIMINARY SOIL BORING
PERCOLATION TESTS
Proposed Subdivision
S.L. Corner of Watertown
Road & Willow
Orono, Minnesota
As requested, we have recently conducted a preliminary soils
investigation consisting of 8 power auger borings and 16
percolation tests. These borings were taken to determine
general soil and water conditions over the above referenced
subdivision. The percolation tests were conducted to pro-
vide preliminary information relative to the soil absorptivity
rates. The borings and percolation tests were taken at the
locations as shown on the attached sketch. Field locations
were determined by you and our crew chief as determined by
topographical features as shown on the topographical survey
provided by you. Surface elevations were interpolated from
the contour elevations shown on this same survey.
INVESTIGATION METHODS:
Power auger borings were completed using a CME-4S truck -
mounted power auger unit. The soil classifications and
depths as shown on the attached logs were inferred from the
soils brought to the surface by the continuous flight feature
of the auger and are thus somewhat approximate.
Mineral soils encountered in the borings were classified in
accordance with the Unified Soils Classification System. A
copy of that chart is attached. Representative sampples of
the soils brought to the surface by the auger will be retained
in this office for a period of 60 days to be available for
your examination.
CONSULTING INGIN91AS/S0ILS AND MAURIA1S
.... A...,.,. • i ...rr ...1 nn (.., t...,�.. r, 1 �., f n. � ,,.:�... • L,yt,.. hon nl i .,.yb u. t.. o. • Mat. •I TI•irny �.t � i. .._.• �, .. q.,,.. 1.. � .. t,. .yrdf
77-423
George Jackson $ Associates -2- August 31, 1977
Percolation tests were run in 6-inch diameter holes, drilled
to a depth of 36 inches, in accordance with procedures
normally used on lots that will be developed residentially.
In accordance with standard procedures, the holes were
permitted to soak overnight before conducting the tests.
Each of the borings were probed immediately after completion
to check for the presence of groundwater.
RESULTS:
The log of soils encountered in the borings and the water
level observations are shown on the attached Log of Boring
sheets.
Boring B-1 encountered a sandy clay glacial till from the
surface to the 11-foot depth, underlain by coarse alluvium
sands and silty sands to the 20-foot termination depth in
this boring.
Boring B-2 encountered a silty clayey sand glacial till from
the surface to the 4-foot depth, which was immediately
underlain by a clayey silt lacustrine deposit fruw the 4 to
the 13-foot depth. Sandy clay glacial till was then encoun-
tered to the 20-foot termination depth in this boring.
The balance of the borings, B-3 through B-8, all encountered
glacial tills consisting of silty clayey sands in the upper
portions of the borings to sandy clays at depth.
In probing the borings immediately after completion, it was
noted that cave-ins had occurred in all of the borings
between the 13 and 18�-foot depths, the exception being
boring B-1, where groundwater was encountered at the 16-foot
depth. Approximately 24 hours later, a recheck of each of
the bore hole borin s
B- - Water 7 eet in
orin B-5, eet in boring B-1, 15 feet in boring
in o ings B-3 and B-4, and at the 17-foot depth in
boring B-6. Water level readings vary considerably, ranging
from elevation 936, as indicated by boring B-6, taken in the
far southeastern corner of the site in what appears to be
the lowest area on the site, to elevation 988, indicated by
boring b-1 and taken in the upland area in the southwestern
portion of the site. These water level variations can be
attributed to several factors. 1) The undulating topographic
features of the site indicate that water levels are following
the contours and subsequent drainage patterns d^veloped in
this area. 2) Because of the cohesive nature of the soils
encountered, considerable time is required in order for the
groundwater to stabilize in the borings. It does not appear
BRAun*
ENGINEERING TESTING
is
77-423
George Jackson 6 Assoc. .3-
August 31, 1977
that groundwater levels were completely stabilized at the
tikes the water level checks were made. 3) There is a
possibility that some of these areas contained "perched"
water levels. Water levels should be expected to show
normal seasonal and annual fluctuations. At the current
time, groundwater levels are at or slightly below the
normal.
Percolation tests indicated soil absorptivities, in minutes
per inch (mpi) as follows:
Surface
Soil
At
Rate
Test t
Elevation
Test Depth
m i
P-1
1002.0±
Silty
Clayey
Sand
(SM-SC)
13
P-2
1003±
Silty
Clayey
Sand
(SM-SC)
15
P-3
1007.5±
Silty
Clayey
Sand
(SM-SC)
lb
P-4
1007.0±
Silty
Clayey
Sand
(SM-SC)
3
P-5
y95±
Silty
Clayey
Sand
(SM-SC)
15
P-6
994.5±
Silty
Clayey
Sand
(SM-SC)
17
P-7
995±
Silty
Clayey
Sand
(SM-SC)
1l
P-8
994.5±
Silty
Clayey
Sand
(SM-SC)
12
P-9 967± Silty Clayey Sand (SM-SC) 7.5
P=10 967.5± Silty Clayey Sand (SM-SC) 20
P-12
949±
Silty
Sand (SM)
15
P-13
974.5±
Silty
Clayey Sand
(SM-SC)
15
P-14
970.5
Silty
Clayey Sand
(SM-SC)
12
P-15
983±
Silty
Clayey Sand
(SM-SC)
.10
P-16
984±
Silty
Clayey Sand
(SM-SC)
30
PRELIMINARY RECOMMENDATIONS:
You have indicated that current plans call for developing
this site as a single family, residential area. The total
size of the site is 23 acres; however, individual lot size
is not known at this time. You did, however, indicate that
it is desirable for each dwelling to have an individual
sanitary disposal system.
Borings were taken at random across the site and provide
preliminary information relative to the general soil types
encountered in this area. The borings did not encounter any
highly organic soils such as peat or muck; however, some
black mineral soils were encountered over the majority of
the tract, ranging in depth from 6 niches to 3 feet. Also,
a clayey silt lacustrine deposit was also encountered in
boring B between the 4 and 13-foot depth. Soils of this
sr�un
ENGfNEERING TESTING
77-423
George Jackson 6 Assoc. -4-
Aii.;ust 31 , 1977
type can be questionable when wet and should be more
thoroughly investigated at a later time. Although power
auger borings do not provide information relative to the
strength parameters of the various soil types encountered,
mineral soils of the types brought to the surface by the
auger generally are of sufficient strength to support single
family dwellings without detrimental settlement. The black
mineral soils encountered in the majority of the borings
near the surface are likely quite soft and would not provide
an adequate foundation. 'These soils will likely have to be
removed in their entirety from the building areas prior to
construction.
The acceptable rate for percolation tests is 60 mpi; there-
fore, all of the tests conducted indicate rates of a magnitude
which would be considered acceptable. At the time of lot
development arid when drain.field locations are established,
it is suggested that a more thorough check of soil absorptivity
rates be conducted.
Uf necessity, the area of the power auger borings and perco
lation tests in relation to the area of the subdivision and
the depth of the borings are limited. Suggestions and/or
recommendations of this report are opinions based on the
data obtained from the borings and percolation tests performed.
If we can be of further assistance in evaluating these data,
or in taking additional borings or percolation tests as the
development of the site progresses, kindly contact us at
your convenience.
Very truly yours,
` BMUN ENGINEERI TESTING, INC.
Dennis M. Rietschel
Engineering 4
ant
C. G. Kruse, P.1:.
%'ice President - Engincerir!o
I)MII/CGK: skf
"- . u .1�1n p1 im• 1 IA., 1 ..1,j. ,1.-'0 n.,.*na .r r, , n.
'N• 11V\I .ul ..,1r..wNlWw. 4�... rn1 ....r . 1 • �.nu w
•
�n1 .
H•.r•1� .1p 1p.,h.n%4+111 y �n1 .W .• y.t.1yN 1.4*10.••a .W 111-.Mn1
BRAUn
ENGINEERING TESTING
,�A
LOG OF BORINGS
PROJECT: 77-423 Preliminary Soil Borings b Percolation
Teats, Proposed Subdivision
6 Willow
BORING: B-5 LOCATION: BORING: B-6
U E : See Attached Sketch. SURF.
967.0+ -- 953.0+
Depth Desc'r3Qi6n`"oi Materials I)
SILTY CLAYEY SAND, fine
to medium -grained, with ISH-SC
° fine to medium Gravu 1,
° dark brown to brown,
0
moist to wet. �h
(Glacial Till) ��
u Sc
�110,�
1
V
m
0 12 / S
SANDY CLAY, brown, moist 1
to wet. CL
> (Glacial Till)
15 I
0
w
'A Water level not encountered to
v
cave-in depth of 13' immediatel
a after withdrawal of auger.
° Water level down 7' 24 hours
b after completion of boring.
G
u
N
v
G
t0
w
0
a
d
a
v
— - --_ --.
DATE: 8/24/77 —,
SCALE:
LOCATION:
See Attached Sketch.
tH Descrldt''on"01'Wteriols
SILTY SAND, fine to
medium -grained, brown,
moist.
(Coarse Alluvium)
5 --_
SAND, fine to medium -
grained, with fine to
medium Gravel, brown,
moist.
(Glacial Outwash)
10
SILTY CLAYEY SAND, fine
to medium -grained, with
fine to medium Gravel,
brown, moist.
(Glacial Till)
17
S,MY CLAY, brown, moist
to wet.
(Glacial Till)
SN
I
SP
Sri-Sc
CL
W LI
Water level net encountered to
cave-in depth of 18'-,' immediately
after withdrawal of auger.
Water level down 17' 24 hours
after completion of boring.
-.
S-P TESTING, INC.
951 KATYDID LANE
�C�CC.. �Co�\c,1 ST. MICHAEL, MN 55376
4074M
tot 8 k%\C. (NuaSft sTEVESHIRMERIs
' Il:,s s•��t�r.',S d.C.S,��\�ccl bfJ.coQ,x..o.�ne. ac
M.�.�eSotci��to1 CL
Qc&S 1,wc: `lc) ar\cl tocak oC&C�x\O maces.
n
k ` e- S&IS k\�,S (XcCC".- "t 0. Ck So..\cl CA
1.a `-i-t,` �1u �A �k(�'�Oa1A��•� 1n.r1�. 4..%`C� `C\��f_ �� G.('�\ �� �d �Q �� \�•�
l,►: LlS �, C.•`l (�a �, +�C �. � �` t \�C�, \.��..\''t � r\ �` �t ��1,. t���.o `J�t�.\il..:c� .,�'�r',•.�!' �'��Y�
J ) J
(A- )0" ��, , „ .�,� a;;.tci k.o �l��.e�u�•��tC1.` (eat `..�..,�.� ' ..,:;�t
cc'--,suc, cd. a�.U��•-.�l S•,,Lc�•. W,�l ►��c to C.
Mc Sr,l co, (.. dkc.Ou. (A 11 ko kb lwoL C� ��rc(_o�c�.�.•a•1 C 11�� Lwccu�a.
�. Cl .ra.r\�r\c�• R,�t Ace. Gt.-;wxA-c. N oC �(�o► .��q �:�`��,: -'fir �..�i ► :�
,-N(cc� to 'a.:C ti.\`��.t.knK -.tt c •Et
to AS%c `\c- S'.►`i;`� `,i\f► 1'\����� ' L, :i�. �JC\C� L�C•t\�, �C'.►`'L +.L. t�
i
1 �.�, h`,. `� ,_,`��l•,�., :\mil 4.� ;.\.►.�-•� ;:.c �ocC.:�'A-
\•;,,,:•'Oer
64\&
C.'� C.L �V.a•.a.� c►.�.al e. \\ill t� t \UCtc,(\1(. . �.l\�`��C' (."%\
Soil and Percolation Teen
Septic System Design
..a �. ,t LG •
74
.O c
n�c e- -kN.ac-S .1oc3c
�AM"k&�_`,coQoSed.'�CICo. MCNk 0.cE0.. _
- -: - . � Kew c�.\� 1nea� ��.,�.�c.�-�•. c�F o� �.�.� �c��r�d� �cc�rrne+�t
o,Cecw; p eE oCe 0. CC tc,u.c..k•ocr . o.S
rJ& Q,x d.. N10 AC), AL
_._ . s4•o�d. eve. �`:pcob\eM',c��Cceo.�:c��.>���,c eF�.�._�sn� . _. _ _ ..
ec -
... ceCoa,mtf-s(Ked• Ati�k- --kN\e. S2`��•� tsAr�Cs bft ��.�eGL
r
I
I
I
I_
g}
I
I�
I
I
I
F I
u i
I
3
�
as
�—
.2a
103
i•- - -
£ j��1' Y
N
J
W w
PROTECT DRAIN LD AREA
b )'ICN'ATED DRAINFIELD SI SISHALL BE STA-
[,�_O 0 F PRIOR TO CONSTRU ON PR EX AYA-
WN IN THE AREA. THE DRAT I L0 RA S LL
REMAIN LrgDiSTRUBED UNTI RA FI W N'-
STRUCTION IS COMMENCE I NO V 111 iC
Tt3A"FIC OR STOCKPILING 0 FIL H .L
ALLOWED V,11THIN DESIGNATERrk t _L
EITH[H BEFORE C1 AFTER D ,; iNF L 1 T
{: TI
I
04
c L
E a
o m
c-g J
v u
o �
Y.c
g
+ng
E n
N t
Y -
v
o
Il�
t
O
TL
F
0
Y
w
I I •�.
N Cl N [Ty
C% 3'n
o
^oNo
_I
c
N N Y
Y �
o
r Lu
Q1 E
Z N L F
` w p O
� Y
F E E
000
NI15
N
Y.
u c
n o
I -
u
a
1.
m
C
1
E
ICI
N
T
N
O 2
a
o �
a
1
L
Y W
N
` -
`s o O
to
a l
� ={
4
J J J f J
1
Ow
Oti
U1 LiI W w w
>FQ CDs
F
f m\
LT=i Z
JS
ui u
a
O
F
v
Q
O
><
Y
o
'I
N
P
A
I
V)
U
_CL
Lw
0
v
v
C
L
CL
_4'�
-
E
O
N
_�
Y
—
P
c
o \
Gov
G
Yp
E
o
5
t
•I: N
o
N E;-�
'I-
t t �
•
E
g
--
n
e o
co 9
F
$
o c E c
o
c
O
\
N
Y
o
FL
f
r o
-
$
c
z
�
o$
=
n
2u,
1
v
EY
tr.
J
to
0.
u o 0 9
2
a i V
W
3
s
w
Z
}
ui
a
o
g
$
E
_o N a
N
r.
U
Ua Z
a o
o O a
' }tr y�. ..' ♦ .. `'.�;i ,: Logo of Soil -lori` 'r
sal- 1. �tii.. :; -- `,h •� \ yr c ��.f v�.,. d ,. '�•
s •�;• Loee of P!O'!Ct �C� 0. �z '
ioria4lt• wiad br +t '�! • ��4 �_
1. a .. f $•. � .... -t r � � . r. r, i .. �..,.. _ �r, .. • +a•� � i 7-T Y .� y .� ai:w�Vti•• .
:`"-'ci�asiltiteaioa 3yit t' AASNO sVI% ;.`,USUA�,�c=`.�� : ; Unifty�o&'�.
���•�. t. _ I,.. • 1 .t, ..•i t( 0••�^ice �.T4r r ♦y` 7i•$'• c' •
' ~ {yam, : • ui44 (chielt trdli Hap r 'Y� .Moir ,;. Plight i
*j �.�
�r. • }"+.. n.l •1f � .. - - �l 4.,f.[ N t t; �' i � N� ; ♦a . i i•!� • t' t �`x.�a ` L
iCtJt, p ac��•'i- �'�' •r • ,.,l i�• � , �j y .. Yi �`. .. .+Y,, �'t �. .- •... :ZIY ^-. r{ Y ,..-r+-,..r • ('• ^-
� ti�f1i t yt in .'�,r t•P i, '.j.la ,r'. ,�-� .. •�,• 'r. `ram �.�' •r+-T rr+' y•
aWt1!�,�r.xr;,?�
-.� rya M,�,,
Stirface, eleiition to } fiet Snriare'eltvation
'foot. ,:: r, �r•.
�� y i bit!►. Oo. . - y, %poz-4 N
�0� Clou3
���,• „• l-t .. �'w•_ MOtt\:� r . �. 'f: � rc ;�, i' w�,^,�'�.,.��� .I'6`'� •.. � BSc
i�f•.r%i�*e j` .i 1.70�Ck V� �0��`.S41�+�,OOtN1 R i1 �,'iaP.: y� isi. "•i� ' t `s
'4^4A �.i�.r..' +• 'j�iM J t'• +'ti- .+ t /+,_' 1:y rc. f44• •.ML•�!c
f♦}'�\ }�'�* �i} r �l•; y ••�� 7' _; j`'rti �' ,, ,•~'` ,.Fy �. �.a('ry ` O�'.c1�: '�^�j �\ ,t, I •s
,`;r. ! f..F; 'N , .'ti.' 'r 1~J�iCirN. +! .. +.�: �.' :• .: '.Y �•.Ij'` I .w
``. •, ' � . �. � �.� t a\ V C. CSC � • ��C+• 1 O 6.wt v ;i.. — ���• _�'� r' ri L t ' ' t:
• Ott Vt
�� ' � tir 's � O1iv.Cs � �JC.OuJt\ \�Qr�1,�i•�rt t �♦�;.
'• gar .� '•- ••"�
to —
4`
. End of boring at %\�� feet.
Standing water tablet
Present at l'A,r feet of deptb,
►�'�L hours after boring.
not present in boring hole
Mottled soil:
Observed at fly» feet of depth.
Not present 1n boring hole �_.,• .
to
!ad of boring 'at L!/A 'fast.
Standing water. table:
Present at __ feet of depth.
t ..hours after boring -
Not present•ln boring hole
.Mottled @all:<y,
Observed at -�.4' feet of depth. '
Not present in boring mole
. _ •) ,�,,. s..'.i .. -T • _�.. •�a��f+• to �' `•".rA,?e.7Vi1.•���Y�i�a ���.~� �..ii• •..,..1.•
otYVM•-.-.... r•..�.�
T-
! `�.{j +Y n _ t 7>•.� 'I• tom.. 1'�i'
..•. !�T!-Jf• � r ; I. 1 'r .l 'sY.A �. •y�y ••i� A:.,`. , 'i VM'�•' r
' fir"; �1.eta��. •,Pr Tto��et ��,.�. � o�A`� .., 1..�_ . '�., .. ,,-� ...'+' ��..._ � ,:
wadit by -P • trA yr�ctt�ri �3.Sc:c.n.0 is ' 4 - �3- 6`i ? s^•'`:' Y
*iAm eitoe :rite` usDiA=C=`.: �:: ; vAitlil�`'k ` _ o
1 � � � � ��'• t � °� �L'tle 'I.R rtvd� �' • ,� �T • a �; - ' e�"1. ti :;�;.;� �t ' i •�M' _:1.0 � EIIC `;�':,rl� r: a c+i"-'...�`�`�wr,++l
•y L ., i .l}�'. [{��• ; .#f}�,1.� r f. �.�, �.� ��.•1 } ;.AY'>tii'T 7�'�,; � ' f'• r �-'�+�.. p.' • � N �I.�� �, � �!''r •[. �. � � t -
-•r�;l.i,�ilY_.N-i►r 4 1• �f /5;. .+•r1 �. 1,,. '►'. :> �'+i 'f i. 1 7�. �'. .�;•• b,i.it�'' 1 ray ,�. �{�,�..... '. ir, 4� �^.. ,�,,'�•�•�
����,�•..,, r�:;�1 1 toriaR tiif�� [ . a.h,' [ . a <� �pth� � •fit,[,. ' al 4 � �
' �`'r.' r tbri�/G�`�uebe�\ •►. Lt:.�.a � {v s;
is.r Sri J •• '. i� : •�1•a,iG ` 1•' s •i.4 F,• .. r.. ... ,•: : �� .?� •.
mkistaea eli�ation % fiot , gustipe'elevatfon /o '!`
�{: K
10
�!:. ..';4.° opSo:1tiotk Qo�w> • . ;ti t o p3ol ', `Ke. ; ,14
'i..
ck.\'°°*! "ram.: TcvocS.vC
�C' yl\•R' pR' _ .{ �s.CVC Ci�'aN� , o. ,�nM.� ;? , y �'•' '' be
y'"� �1�7� / '1 ` A• .� .. 1�r�� eT •�,�>� ,'. !• • It I.I7• ��,]�rj.���f. •A'• }
SL { -,�'�;U! �.��� [ •' ,, +a .i wet Grp. tt,. / y .l-� '.*4f "a. 4.'1'' %lWf�.'r�'•.!S.71. i
41 s i �' J ti'. T..; • u . ' 1/`� �P • ' , . �t e
'[;RS{i [t i e (' ;Tel
�� ri. :� i� VS,O!A� "� a
e s J
�• OI.�C Cx \Qen,� !1• __.. _tea•__ .a , ,�
~x"R. i � '�' i.' Vie' •� �. .; . •1 , , �:, l _`r: , r /f�� �-�� rti; ��� � ,�.� . .•
..: y,) I .a�•s , 'pet ! ��M • ' N_ 11 �� d''' 0N�I •Vt� •.�o Q�,t.
�,+ /� L,•' a y� 3�0 ,.: ' , - ' oft; . ..•,f ` :•
i. ,. . r• 4 —.. ; �` , I�,• i. � •: S3�lirar � �- Laj Ye�M- �. r ,•e•wF �; :l,, -� y .+
' ,' � ��aVe. v�o�!%f1 )0�^0.fh �r.� ��t�j;�. �'•; r _' r ,Y},�,�; ` ,• " t :. c Y � ��� , 4' .
Cr
` =- ' mil; t_' C3�.ow•� A
J
7 --
1
10
10
Lod of boring at feet.
Standing water tablet
Present at �_ feet of depths .-
„►l1L hours after boring.
Not present in boring hole . '`:•�
`mottled soil: � �"•
Observed at _1 4• 'feet of depth. }
Not present In boring hole
End of boring it (PYJ test.
7777
Standing water, tables
Present at _ la- feet of depth. •
' 1l . ;fio�r• after bosinit. ,
Not •prase�t is borinme hole
mottled Sett::" `r
Observed', at 't•y' feet of depth.
Rot present in boring hole
,• .
"K� •^Yr , ',i ....: ` Loaf of soil Boriftits : .;,.',.,., -- ,.:; ,v' •;,
Loeatlon or Project.ce
-•RSA J{u; r .y:• `., r' '•t ,+ •t f'!' r_•_ ., a, r•� f ..._
1orliiD�_ tad.: by
�i .S�t.�an 8.;�wtCS ,�co -a _'-•' j
r .., .. : .
Clae�i�ication Srst :> AAS�= USDA-`,�_ Unitiad
*r AnRsr asad (check mb) e. 'Hand ; Y or Pow*lr' f MAUt '`,', or Euckit t ;r of
«. «a'i.f ?�,.. ".i"' � ••.r,: `„ fn • ; i,�. �. ..�-��'. Z ,� : rr� i' • . s-' `••+�ii� - . , ark wY , -•�t� :� �„-4
`k ^ yDepthi
3ortan nuabiTri
�
LR •��'� • is '''
�
.a . , ., .�•�.•
• ,`• :f"
feet '
Surface elevation
f�tE
Surface• elevation Ib1. o
.
,
+ .
'0
n'
1LcPSo�� �lod� bowl
opso.\ ►c�c. , loo;n� ►:;,+ -
oock 6cowm too so
t,
"
Its.
Vtt�j►"^ " 6;a►'y fro: Loofa��.J�sow
Choy
;c
•G., '
Z
Ok Ot. 8cowc s� .to Ioo,M
t�
`'
�� , y •. .
'�;..,,_'-:_ IYz aay, X;
~iY'n.,
A .�. �� � �. �„�•
'.rite,
��: JIr-j.�{/�f , f
1.•
;��
A -�r'..
!!'i� ' y �jT�..� --�
, •.+ �.•
1�i},`' .. •
-•'.•
��'R.i AY.'�-y)�♦
d' ?1,
�1►uL. iOtwln' I OGh,' r' '�
!
�' '
L1�
.
'� l I l faCGS CS So."C% +'-
f .
s —
W �C0.CC F� Q' ��' •V• �
7 —
10 —
End of boring at ,Sel�� feet.
Standing water table:.
Present at Xki feet of depth.
l?'l hours after boring.
Not present in boring -hole
tot t led soil:
Observed at VX feet of depth.
!Sot present In boring hole —
''
End of boring tt (.'f1 feet.
Standing water table:
Present at feet of depth.
-4
11Y.x hours aftat borinst.
Not present.in boring hole
Mottled soil!
Observed at* � �_ feet of depth.'
Not present .in bortnit bole
L-14
PERCOLATION TEST DATA SHEET
ON
Test hole location gcu.Ler k.Qycc l Hole number 1-
Date test hole was prepared LA-aj-Depth of hole bottom, inches.
Diameter of hole, _�_ inches.
Soil data from test hole:
Depth, inches
O _g..
Soil texture
Method of scratching sidevall Ae.r1,�e-
Depth of pea -sized gravel in bottom of hole, _�_ inches.
Date and hour of initial water filling 6''- 3O o.nN.
Depth of initial water filling, inches above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least'
4 hours CxAovcCWt-
Percolation test readings made by
y -1y-$'4 starting at 9•• «
L�
(date) p'm'
during test, (c, inches.
� 115. Xi"_`i . on
. Maximum water depth above hole
Time
Time
Interval,
Minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
ainutes per
inch
Remarks
LA
c.••i1 )
10.
10 Sc
i
Percolation rate - 11;)..�)' minutes per inch.
• L-14
PERCOLATION TEST DATA SHEET
Test hole location ?,Case- koKo-k Hole number oZ
Date test hole was prepared
p p y-a3-8y .Depth of hole bottom,_ inches.
Diameter of hole, �_ inches.
Soil data from test hole:
Depth, inches Soil texture
L1- lO"
Method of scratching sidewall
Depth of pea -sized gravel in bottom of hole, d inches.
Date and hour of initial water filling y . a3 • gy 3 . �So
Depth of initial water filling, a inches above hole bottom.
r
Method used to maintain at least 12 inches of water depth in hole for at least'
4 hours UC17La .-%i;k,
Percolation test readings made by - 4: Lam.. — on
ail-S4 starting at 4�V.la. a.mMaximum water depth above hole
(date)
during test, (o inches. i
Time
Time
Interval,
Minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
Inch
Remarks
L
c)* 4
lo:l
Percolation rate - C),(-, minutes per inch.
L-14 -
PERCOLATION TEST DATA SHEET
Test hole location &L.ce. V'OV.a`l Hole number ?;
Date test hole vas prepared Depth of hole bottom, 1a inches.
Diameter of hole, (o inches.
Soil data from test hole:
Depth, inches
O-8`
Soil texture
Method of scratching sidewall K&S t
Depth of pea -sized gravel in bottom of hole, 4: inches.
Date and hour of initial water filling y-a!A-841 :\:30?.CyN.
Depth of initial water filling, 1a inches above hole bottom.
Method used to maintain at least 12 inches of voter depth in hole for at least'
4 hours i" �. ;►�►t_Sx_� _—._ _ •
Percolation test readings made by - 51�.. �• 11- on
�J-,4.{• $� starting at :1 a.m. Maximum water depth above hole
(date)
during testinches.
Time
Time
Interval,
Minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
�a�
O•.S
to.
Percolation rate - C:'I L--- minutes per tech.
.. L-li
PERCOLATION TEST DATA SHEET
Teit hole location ?�O( 1.1LL `:0i410i\ Hole number V
Date test hole was prepared Depth of hole botto■, \�,_ inches.
Diam ter of hole, (2_ inches.
Soil data from test hole:
Depth, inches Soil texture
�• �a" g�0-C:� C�ou� lOoyV1
Method of scratching sidewall— K,,Pe—
Depth of pea -sized gravel in bottom of hole, linches.
Date and hour of initial water filling lbewta,
Depth of initial water filling, inches above hole bottom.
r
Method used to maintain at least 12 inches of water depth in hole for at least'
r.
6 hours cL,, ,.% \ to• C
Percolation test readings wade by �- ' . l -_�. on
,- --A - A starting at R:\�_�.w. Maximum water depth above hole
(date)
during text, (o inches.
Time
Time
Interval,
Minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
Q :-
�
\
01.d
\O :C
Percolation rate - 10,E minutes per inch.
L-14
PERCOLATION TEST DATA SHEET
Test hole location �v.r 'L ICoko�� Hole number cj
Date test hole was prepared 4-a3-8y , Depth of hole bottom,_ inches.
Diameter of hole, _ (, inches.
Soil data from test hole:
Depth, inches Soil texture
�-R' _
Method of scratchinit sidewall I�Xe_
Depth of pea -sized gravel in bottom of hole, �_ inches.
Date and hour of initial water filling
Depth of initial water filling, ka inches above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least'
4 hours
Percolation test readings made by l ,ir_, ,_._ on
starting at _.m. Maximum water depth above ho
(date)
during test, (o inches.
Time
Time
Interval,
Minutes
Measurement,
inrhen
Drop in water
level, IncheH
Percolation
rate,
minutes per
Inch
Remarks
IN
Percolation rate - 1-
1.3 minutes per inch.
L-14
PERCOLATION TEST DATA SHEET
Test hole location ?X%Xce- 10144A Hole number (o
Date test hole was prepared y-.13-eq , Depth of hole bottom,1Q. inches.
Diameter of hole, �_ inches.
Soil data from test hole:
Depth, inches Soil texture
_UeC v. �"V (oCcI-A
Method of scratcninN sidewall
Depth of pea -sized gravel in bottom of hole, inches.
Date and hour of initial water filling y '1•, 10 �•,'\
Depth of initial water filling, kQ. inches above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least'
4 hours _ CLL&U ANLIt4.c. C7)-.11N'aJ_\
Percolation test readings made by ' f" 4 on
4-��`1 starting at m. Maximum water depth above hole
(date)
during test, (., inches.
Time
Time
Interval,
Minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
cl..`
,-16
-y q•
4,91b
O'. o
Li 'T
rZ
Percolation rate - (o,Lj minutes per inch.
IV ilie
F. Y F y A I K I
F-4
4 INCHES STRAW OR MARSH
HAY AND • LAYER OF RED
ROSIN PAPER
GRASS COVER
SAND FILL---,
MAXIMUM SLOPE --�
!} TO I
SANDY LOAM SOIL
PERFORATED LATERAL
6 INCHES
TOPSOIL
7': P _
�"- TOPSOIL __ ►� % SLOPE
SUBSOIL PLOWED OR CLEAN ROCK
DISKED SURFACE 3/4 TO 21/2 INCHES
CROSS SECTION A - A
— PIPE FROM
PUMPING CHAMBER
\ �\ 1'1!�' IIlk
Y ''
i
o
• ' I
PERFORATED
• LATERALS I ;
BED AREA ; I z
A I' W i W' I -
20 p p 20
09
INCHES INCHES
EET
DIKE IO MAX,X. L DIKE
TOTAL WIDTH
PLAN VIEW
mom
n
or.
O
N 0
Jz
cr Q�
W 0
H 2
J z
Wz
a. 0
a�
W co
H�
H
Q�
Op
W W
a. D
OW
�a
O
J
U.
O
O
s
Mo
O
a
U
W�WQ•�,
m
a
cr-
W
a.
o a
vai
a
zaw
zu
- o
w
°gym
�
w
a
Oa
�
Gaza,_
0
U.
owl=� ,
U ffi
W•_-
o
N
W
a
a
aoino
03
z W
Ic W 5
Ir
W
m
Oa
ULu
Wo
a?
as
►Y a
0
TEE TO TEE LATERAL —MANIFOLD CONSTRUCTION
Grass Cover
Topsoi I
Loamy Sand Backfi I I
H r ay o Straw Covered
by Layer of Red Rosin
Paper (or nylon fabric)
Perforation in Cap Near
Lateral
Crown of Pipe
Tee
Reducer
Perforations at Lateral
Manifold
Invert
.
--Rock.-Layer
- I nch Layer
of
Clean Sand
I � pA ,fitISF^�'.�.
P� 3 SCfOA�r
3
o o �! ^°+ I ram• Iti 8 I 7 %& a
{ ~1Z••O a a�a
O dig i I- OD( 0 N I �Na'
a� a PP. Om «, W Z CL w JO
I i� z � O � W �O N I O n O O W I r� z
I N J ~ i- F• — N N N l< W
� ~ m pp o °W Wo
�t LL�m !in
N Of IA I� 0 z W
ZaQ N �� >UOln
i3J W Ql OW Z
N I _ NO
QZ �j C1 I
� I in
a
N 2 0 ti
G ' Q W o
m o a in on ce ID I !i Z J:O
ti
H a a �y v t_n
V W O V Z W
QII O 40 MWI O V J
Yv N O
UJ I N W
a. O N H Q Z a O Z
bl �O W 4 Q IL
W Wa Z1LZ� lny O
Za Za1! IrU) OZ� i V
u_a WW �-- w►LLI '-moi?>
t�WfAZ
Y waltz}(n �jOj O
ul IA
In
�2N 8g�i9�00d3ra-�Wv►'3;
0
vWi
W
aga00uY mm2v}av 0_NNvOyN
QF-W46 .NO ZZ1WZ;U�UaWZO
RZWa~aQ
2 ~ W W WQ U
ZZ > R
00 J.
Z + �s
W
a I �
i
N
W
Oig
Z W~Z
4L QZ0
am s;u
ku
WI MN
X 0 m Wj
U
a
in W
ZO- I W O
jjnrppLL.m
OZiWOO
XZl-
x O Zy� Wf'OD
}a0-ay�
Wt Q>ma
9lip
O§WOcW
J _
Z QOxzx
WOtI
a90a0aN_
(L Lu 1 0
Oai
Ju
Q
O N I
D OW Z
J
71 WCL QoW
Oa
Y4F- u N
HQ OVOOO
�n
J J
ZQic}oZ4x
Or W►-mP`►.4 a
Zig
0WOW J OwuW ll��
Hi W j O�F>-O
v0: I u u
O W�-w W F
001,-a. is
It I
l+a
0000000
Z%
N
OO
J
Y
Z
Q
F-
lL
0}
yItjW
�
0 O 0 0 0 0 0
0000000
W�
N !11 rl Q d1 1D
QZ
0
Z
82 d_
2 0 N
J 1 F..
•WVWI
Z 4n f- Ig
t Z
30 CFO
Y
►a- Z yZW,� IWiI
Q;d a'
JtA�N0,
rZO
0
V W }
WOCL
w
J•LL8�
a 1. W N - H
10aal;nW
W LLI >' a J
� 1- CL
Z W V
oQQoo
O V u „-
0
I
M
o`
4t
Ll
3k,
C-13
LOG OF BORINGS
c
0
w
v
c
w
PROJECT: 77-423 Preliminary Soil Borings 5 Percolation
DATE: 8/24/77
Tests, Proposed Suhd'ivision
SCALE:
1"w4'
b Willow
BORING: B-S
LOCATION:
Attached Sketch.
BORING: B-6
LOCATION:
See Attached Sketch.
SURF.See
S U R
967.0+
953.G+
D th
Ducr ion o Materials AM
W
Depth
Descht LP o ter io is
A
W L
SILTY CLAYEY SAND, fine
SILTY SAND, fine to
to mediva-grained, with ISM -SC
medium -grained, brown, SM
fine to medium Gravel,
moist.
dark brown to brown,
(Coarse Alluvium)
moist to wet.
o
(Glacial Till)
•?
5
Siri�
�L�
j 6
SAND, fine to medium-
f�I 0�
grained, with fine to SP
,(.f
of
�
medium Gravel, brown,
moist.
f
(Glacial Outwash)
10
---- -- _
1
SILTY CLAYEY SAND, fine
SM-SC
\/
to medium -grained, with
12
__ ____
fine to medium Gravel,
SANDY CLAY, brown, moist
brown, moist.
to wet. CL
(Glacial Till)
(Glacial Till)
15
Water level not encountered to
1
cave-in depth of 13' immediatel.3
SANDY CLAY, brown, moist
after withdrawal of auger.
to wet. CL
(Glacial Till)
Water level down 7' 24 hours
2Q
--
after completion of boring.
Water level not encountered to
cave-in depth of 18'' immediately
after withdrawal of auger.
Water level down 17' 24 hours
after completion of boring.
. 77-413
George Jackson & Assoc. -4- Au,;ust 31, 1977
type can be questionable when wet and :should be more
thoroughly investigated at a later time. Although bower
auger borings do not provide information relative to the
strength parameters of the various soil types encountered,
mineral soils of the types brought to the surface by the
auger generally are of sufficient strength to support single
family dwellings without detrimental settlement. The black
mineral soils encountered in the majority of the borings
near the surface are likely quite soft and would not provide
an adequate foundation. These soils will likely have to be
removed in their entirety from the building areas prior to
■ construction.
The acceptable rate for percolation tests is 60 mpi; there-
fore, all of the tests conducted indicate rates of a magnitude
which would be considered acceptable. At the time of lot
development. and when drainfield locations are established,
it is suggested that a more thorough check of soil absorptivity
rates be conducted.
Of necessity, the area of the power auger borings and perco-
lation tests in relation to the areaof the sub' ,,'ision and
the depth of the borings are limited. Suggest.a-i:. and/or
recommendations of this report are opinions base.` on the
data obtained from the borings and percolation tr':;ts performed.
If we can be of further assistance in evaluating these data,
or in taking additional borings or percolation tests as the
development of the site progresses, kindly contact us at
your convenience.
Very truly yours,
R UN ENGINEERI G TESTING, INC.
qv/
Dennis M. Rictschel
Engineering Ass'stant
C. G. Kruse, P.E.
Tice President - Engincerinri
01
DMII/CGK: skf
3�rrn�.r',•1 n' In: ,' lN..1 WO %. vj...It,nq A... uminta 1•. r,_ r rt,. !• •u..:. .: a..�l ...n M• .r• .arl• :n In.. .1' .. .. r • t..: t !r• ..r
:r wry t
r y • •nl.rin.n Ilb Isau rnr r1O rh.IrUnMh.�.lt 1• .I rr. .r • •r.•.,.Ir ll�.. t WI n rr•'.Irnl 1 TV'
BRAU11'
ENGINEERING TESTING
• 77-423
George Jackson 6 Assoc. -3- August 31, 1977
that groundwater levels were completely stabilized at the
times the water level checks were made. 3) There is a
possibility that some of these areas contained "perched"
water levels. Water levels should be expected to show
normal seasonal and annual fluctuations. At the current
time, groundwater levels are at or slightly below the
normal.
Percolation tests indicated soil absorptivities, in minutes
per inch (mpi) as follows:
Surface Soil At Rate
Test I Elevation Test Depth m i
P-1
1002.0±
Silty
Clayey
Sand
(SM-SC)
13
P-2
1003±
Silty
Clayey
Sand
(SM-SC)
15
P-3
1007.5±
Silty
Clayey
Sand
(SM-SC)
1S
P-4
1007.0±
Silty
Clayey
Sand
(SM-SC)
8
P-5
995±
Silty
Clayey
Sand
(SM-SC)
15
P-6
994.5±
Silty
Clayey
Sand
(SM-SC)
17
P-7
995±
Silty
Clayey
Sand
(SM-SC)
12
P-8
994.5±
Silty
Clayey
Sand
(SM-SC)
12
P-9
967± Silty
Clayey Sand
(SM-SC)
7.5
P=10
967.5± Silty
Clayey Sand
(SM-SC)
20
P-11
949± Silty
Sand (SM)
15
P-13
974.5± Silty
Clayey Sand
(SM-SC)
15
P-14
970.5 Silty
Clayey Sand
(SM-SC)
12
P-15
983± Silty
Clayey Sand
(SM-SC)
20
P-16
984± Silty
Clayey Sand
(SM-SC)
30
PRELIMINARY
RECOMENDATIONS:
You have indicated
that current
plans call
for developing
this site as
a single family, residential
area. The
total
size of the
site is 23 acres; however,
individual
lot
size
is not known
at this time. You
did, however,
indicate
that
it is desirable
for each dwelling
to have
an individual
sanitary disposal
system.
Borings were taken at random across the site and provide
preliminary information relative to the general soil types
encountered in this area. The borings did not encounter any
highly organic soils such as peat or muck; however, some
black mineral soils were encowtvrcd over the majority of
the tract, ranging in depth from 6 inches to 3 feet. Also,
a clayey silt lacustrine deposit was also encountered in
boring B-2 between the 4 and 13-foot depth. Soils of this
BRAUR*
ENGINEERING TESTING
• 77-423
George Jackson & Associates -2-
August 31, 1977
Percolation tests were run in 6-inch diameter holes, drilled
to a depth of 36 inches, in accordance with procedures
normally used on lots that will be developed residet;o.ially.
In accordance with standard procedures, the holes were
permitted to soak overnight before conducting the tests.
Each of the borings were probed immediately after completion
to check for the presence of groundwater.
RESULTS:
The log of soils encountered in the borings and the water
level observations are shown on the attached Log of Boring
sheets.
Boring B-1 encountered a sandy clay glacial till from the
surface to the 11-foot depth, underlain by coarse alluvium
sands and silty sands to the 20-foot termination depth in
this boring.
Boring B-2 encountered a silty clayey sand glacial till from
the surface to the 4-foot depth, which was immediately
underlain by a clayey silt lacustrine deposit from the 4 to
the 13-foot depth. Sandy clay glacial till was then encoun-
tered to the 20-foot termination depth in this boring.
The balance of the borings, B-3 through B-8, all encountered
glacial tills consisting of silty clayey sands in the upper
portions of the borings to sandy clays at depth.
In probing the borings immediately after completion, it was
noted that cave-ins had occurred in all of the borings
between the 13 and 18�-foot depths, the exception being
boring B-1, where groundwater was encountered at the 16-foot
depth. Approximately 24 hours later, a recheck of each of
the bore hole borin s
B- - Water 7 eet in
Grin B-5, eet in boring B-1, 15 feet in boring - , 16
in oorings 8-3 and B-4, and at the 17-foot depth in
boring B-6. Water level readings vary considerably, ranging
from elevation 936, as indicated by boring B-6, taken in the
far southeastern corner of the site in what appears to be
the lowest area on the site, to elevation 988, indicated by
boring B-1 ar,' taken in the upland area in the southwestern
portion of the site. These water level variations can be
attributed to several factors. 1) The undulating topographic
features of the site indicate that water levels are following
the contours -and subsequent drainage patterns developed in
this area. 2) Because of the cohesive nature of the soils
encountered, considerable time is required in order for the
groundwater to stabilize in the borings. It does not appear
BRAun'
ENGINEERING TESTING
An Expansion of Soil Engineering Services, Inc. Bmun"
ENGINEERING TESTING
IINNIAPOLIS/ST. ►AUL MS. Cow" IM. N. ► 0. Mt 3SIN, Mrb.. Mo. SSgS / 112.141 SM J s $RAU* r I. wear r
ONTHI M MIMNISOTA 32191.1MAAvenue. NINa1. Ms. SS2N 1211.2q•NN e 6 ARumpNDI 1. vKew. 1.0"WQmwr
C i r�VfE11, vaeAra t.r.�•,ry
August 31, 1977
George Jackson $ Asscciates
Suite 1760 Shelard Tower
Minneapolis, MN 55426
Attn: Mr. Bob Tyler
Re: 77-423 PRELIMINARY SOIL BORING
PERCOLATION TESTS
Proposed Subdivision
S.E. Corner of Watertown
Road $ Willow
Orono, Minnesota
Mr. Tyler:
As requested, we have recently conducted a preliminary soils
investigation consisting of 8 power auger borings and 16
percolation tests. These borings were taken to determine
general soil and water conditions over the above referenced
subdivision. The percolation tests were conducted to pro-
vide preliminary information relative to the soil absorptivity
rates. The borings and percolation tests were taken at the
locations as shown on the attached sketch. Field locations
were determined by you and our crew chief as determined by
topographical features as shown on the topographical survey
provided by you. Surface elevations were interpolated from
the contour elevations shown on this same survey.
1NVESTIGATION METHODS:
Power auger borings were completed using a CME-45 truck -
mounted power auger unit. The soil classifications and
depths as shown on the attached logs were inferred from the
soils brought to the surface by the continuous flight feature
of the auger and are thus somewhat approximate.
Mineral soils encountered in the borings were classified in
accordance with the Unified Soils Classification System. A
copy of that chart is attached. Representative sampples of
the soils brought to the surface by the auger will be retained
in this office for a period of 60 days to be available for
your examination.
CONSULTING ENGINUAVSOILS AND MATERIALS
nr-end •I.O� f • In an✓� In)n ul ! �nUw. I....• • M.•I, .I Tett"