HomeMy WebLinkAbout1976-12-03 Septic System Design Report' An Expansion of Soil Engineering Services, Inc. BMUR'"
ENGINEERING TESTINO
'NIINNEA►OLIS/ST. PAUL 1111110111S. County Rd. IS. P.D.11* 15101, Itlplt., Mo. 55435 / 112-141.5100
NORTHERN MINNESOTA 7219 E. IIM Amos,1,16", Mn. 55741 / 011.2W-q61
December 3, 1976
Sullivan Septic Service
3660 Highway 101 South
Wayzata, Minnesota 55391
i.ttn: Mr. Ed Sullivan
Gentlemen:
J. L NNAU* P. E. Awlsirrt
P.X.ANOENAON, VYSNat Daalorla
c.e. KNM P. E. We Prss. E f^a
D. N. 110NANAN P. E., Vfa RrL Ta ti V
Re: 76-301 SOIL BORING & PERCOLATION
TESTS
lit 4, Block 1
Fairview
Orono, Minnesota
As you requested on November 24, we have recently completed
one power auger and 3 percolation tests to assist in evalu-
ating the soil, the soil absorptivity, and the groundwater
conditions for the design of an individual sanitary system
for the proposed house to be situated on the above referenced
lot. You have indicated that the house location will be
based on the results of our recent investigation.
The boring and percolation tests were taken in general
locations as directed by you and as shown on the attached
sketch. The locations for the boring and percolation tests
were referenced to the southeast property corner of Lot 4.
Surface elevations were referenced to an iron located at the
northeast property corner with an elevation of 964.3.
INVESTIGATION METHODS:
The power auger boring was completed using a truck -mounted
power auger unit. The soil classifications and depths as
shown on the attached log were inferred from the soils
brought to the surface by the continuous flight feature of
the auger. The depths of strata changes are thus considered
approximate.
Soils encountered in the borings were visually and manually
classified in accordance with ASTM D2487 "Unified Soils
Classification System" and ASTM D2488 "Recommended Practice
For Visual and Manual Ikscription of Soils". A copy of ASTM
D2487 is attached. Representative samples were then returned
CONSULTING ENGINEERS/SOILS AND MATERIALS
Tait Borings - Foundation Engineering and Recommendations - Inspection of Construction - Material Tasting of Sods. Concrete and Building Components
u
11
76-301
Sullivan Septic Service -2- December 3, 1976
to our laboratory for verification of the field classifica-
tions by a Soils Engineer. Representative samples will
remain in this office for a period of 60 days to be available
for your examination.
The boring was probed 1/2 hour after its completion to check
for the presence of groundwater. The boring was also re-
checked prior to leaving the site on November 29, 1976.
The percolation tests were run in 6-inch diameter holes
drilled to an approximate depth of 36 inches, in accordance
with the procedures recommended by the Minnesota Department
of Health (MDH). In accordance with these procedures, the
bottom and sides of the holes were scratched with a knife
blade to remove any smeared soil surfaces and to provide a
natural soil interface into which the water may percolate.
Two inches of coarse sand were then placed in the bottom of
the holes to prevent scouring. The holes were then care-
fully filled with clear water to a minimum depth of 12
inches over the top of the sand layer and allowed t soak
overnight with percolation tests being conducted tK. following
day.
RESULTS:
The Log of Soils encountered in the borings and the water
level observations are shown on the attached Log of Boring
sheets.
The boring generally encountered lh feet of a silty clay
topsoil at the surface underlain by silty clayey sand and
clayey sand glacial till to approximately the 11h-foot
depth. This material was in turn underlain by a fine to
medium -grained glacial outwash sane: to the 14-foot depth.
Glacial till clayey sand was then encountered to the 2S-foot
termination depth of the boring. Silty clayey sand glacial
till was the predominant soil encountered in each of the
percolation tests.
In probing the boring 1/2 hour after completion, groundwater
was encountered at the 21-foot depth. Approximately 1h hours
later the bore hole was again checked for the presence of
groundwater and it was noted to be at the 20-foot depth or
at an elevation of 942.0. Because of the cohesive nature of
the soils encountered, considerable time required in
order for the groundwater to stabilize in the boring. It
does not appear that the groundwater levels were completely
ORAUR"
ENGINEERING TESTING
76-301
Sullivan Septic Service -3- December 3, 1976
stabilized at the time the water level checks were made.
Also, based on soil borings taken by our firm throughout
the project in August of this year, the possibility exists
that the groundwater in this boring could possibly be in a
"perched" condition. Water levels should be expected to
show normal seasonal and annual fluctuations.
Percolation tests indicating soil absorptivities; in minutes
per inch (mpi) are as follows:
Test N
P-1
P-2
P-3
Surface Elevation
RECOMMENDATIONS:
964.4t
958.7t
M.3t
Soil At Rate,
Test Depth (mpi)
Silty Clayey
Sand (SC SM) 30
Silty Clayey
Sand (SC SM) 30
Silty Clayey
Sand (SC SM) 30
You have indicated that current plans call for the construc-
tion of a 4-bedroom, single family dwelling on this lot.
The type, size, and location of the proposed house is not
known at this time. Current plans call for this dwelling to
have its own individual sanitary disposal system. The lot
is approximately 2 acres in size with a hill on the east
side of the lot and another on the northwest side of the lot
which slopes gently to the southwest towards Lake Minnetonka.
The power auger boring does not provide information relative
to the strength parameters of the various soil types encoun-
tered, however, mineral soils of the types brought to the
surface by the auger generally are of sufficient strength to
support a single family dwelling without detrimental settle-
ment.
All three percolation tests which were conducted, generally
in the east half of the lot, were all found to have a perco-
lation rate of 30 mpi, which does meet the normal minimum
allowable rate of 60 mpi. Based on the results of the
' percolation tests, a minimum of 300 square feet of absorptive
trench per bedroom will be required on this lot. For the
proposed 4-bedroom house, a minimum of 1200 square feet of
BRAOR'
' ENGINEERING TESTING
76-301
' Sullivan Septic Service -4- December 3, 1976
' this absorptive area will be required. This requirement
could be met by 600 lineal feet of 24-inch wide trenches
with a 6.5-foot center to center spacing.
Due to the relatively dry conditions that we have experienced
this past year and based on the cohesive nature of the soils
encountered, it is our opinion that the tests may ovei:stimate
' the normal permeability and thus we would recommend an addi-
tional 100 square feet of area per bedroom. As shown on the
attached sketch, 8 trenches, 75 feet in length are recommended.
' Also, based on the water level information obtained from the
soil boring and the general topographic features of ..ae lot,
we have assumed and it appears feasible that the drain field
' will be sloping in the south or southwestern direction.
Based on the information obtained from the soil boring and
the percolation tests taken in Lot 4, it appears the most
' logical location for the house could be either along the
north half or the east half of the lot.
' GENERAL:
It has been our pleasure to be of service to you on this
' project. If we can be of further assistance in evaluating
these data, please contact us at your convenience.
Very truly yours,
UN ENGINEERING TESTING, INC.
ennis M. Rie schel
Engineering Assistant
� �- 0 �&-
zr.�
C. G. KruLe, P. .
Vice President - Engineering
' DMR/CGK:skf
cc: City of Orono
BRAUR'"
' The content of this report and supporting docurnenta are for the aagluafva use of the addraaaaa. In the absence of our prior written approval ENOINEERMIO TE8Tlld�'i
we maps no representation and aasurne no reponUoufty to any other parties regarding such content.
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ENGINEERING TESTING
If 12
LOG OF BORIN S
ROJECT: 76-301 Soil Boring DATE: 11/29/76
Lot 4, Block 1
Fairview SCALE: 1"�4'
Orono Mi nnesota
t
BORING: B-1 LOCATION: 99'W 6 44'N BORING: LOCAT(QN:
R of S.L. property R .
962.0 corner.
D*Pth
Dercri ti8ii"8f"
%V&iais
62487
SILTY CLAY, with a trace
1.5
of gravel, dark brown,*
CL
O
P4
SILTY CLAYEY SAND, wit
a
a trace of gravel, brown
SC-SM
moist.
(Glacial Till)
u
e
Y
a
w
8
u
S
CLAYEY SAND, brown,
'e
moist.
(Glacial Till)
Sc
q
i
11.5
g
SAND, fine to medium -
grained, with a trace of
SE
14
gravel, brown, moist.**
CLAYEY SAND, with a
trace of gravel, brown,
SC
M
17
moist to wet.
�°
Till
CLAYEY SAND, with a
wtrace
of gravel, grayish
brown, wet.
a
(Glacial Till)
v
w
Y
25
*frosen.(Topsoil)
g
**(Glacial 0utwash)
Water level down 21' 1/2 hour
after completion of boring.
Water level down 20' 111 hours
after completion of boring.
ion of Amteriais
DESCRIPTIVE TERMINOLOGY
1
PARTICLE SIZE IDENTIFICATION
SOIL INTRUSIONS
eouldsrs over 3..
THICKNESS RELATIVE /ROPORTIONa
'
Gar veal
isrkss 0 — Ile" with a hw 0 — ; 0%
Corso 1" — 3"
sum Ile" — 1" with soma 11 — 20%
Madum 1il" — 1"
low 1" — 12" with over 20%
Fins No. 4 — 1R"
wowed alternating norm or
SrkO
hmm of clays and
Oeaea No. 4 — No.10 silts In lake deP
Mecum No,10 — No. 4
FMta No.40 — No. ;*."
MOISTURE CONTENT ORGANIC CONTENT
'
Vmv FMr No. 100 — No.
200
Sat No. 200 — =5 mm Dry kte then 5% 0 — a% non to slightly organi _
aw Nate then AM mm Mokt under optimum moisture 6 — 10% slightly organic
'
Wet war optimum moisture 11 — 25% organic:
106terburing saturated sand 26 — 05% muck
6%* put
'
RI" rE DENSITY OF
CONSISTENCY OF PLASTICITY OF SOILS WITH
CL ._arfONLESS SOIL=
COHESIVE SOILS LESS THAN 20% CLAY
very home 0 — 4 aPF
very soh 0 — 1 BFF non plastic gritty, cannot thread
'
kioaa 5 — 10 OPP
soh 2 — 3 6PF slightly plastic rough to to ooth,
«atsil an dares 11 — 30 OFF
rather soft 4— 5 ePF herd to thread
devise 31 — 50 OPP
meduen 6 — S ePF piratic smooth to waxy,
vary dmw 50+ aPF
retfur soft e — 12 ePF easy to thread
stiff 13 — 16 OPP
very ad" 17 — 30 a"
herd 30+ OPP
RELATIVE PROPORnm
OF GRAVEL
LABORATORY TESTS
• tastes 0 — e%
DD Dry Dansihr, pd OC Orgenk Content. %
. Nt11e 6 —16%
wD Wet OwIty, pd a Prortt of Seturation. %
oaths 16 — 30%
Mc No m Mokiara Content. % aG Spae+fk Gravity
w 31 —a0%
LL Liquld LirNt. % C Colteelen
PL no Limit, % 6 Angle of Internal Frietkn
PI Plasticity Index. % vu Unimenfkied Corrkpreteiwe Strength
DRILLING NOTES:
Standard penetration ant boring; were sdrwoad by 216" or 3%" I.D. hollowrssem augers unless woad othn-
wise..letting water vrea used to cash out auger prior " srnpling only where indi—ted on lop. Standard
pensastion tat borings are dn*mmd by the prefix "sT" (split Tube).
Power auger boring were advanced by 4" or 6" dienrm, cantirwous4lia. solid stem augers. Soil alessifiestion
'
and strata depths are 6nfare0 from disturbed aemples augered to the surface and are therefore somewhat
epproximess. Power auger borinp are designated by the prefix "e".
Hend p►obinp were sdvenced memrelly with a 1 %" diameter probe end we limited to the depth from which
the Probe cm to im me IV withdramm. Hand probing ere k"mmed by the prefix "H".
'
CLASSIFlt4% AON:
CledAcetion on legs Is mob by inspection in soccer' - with the Unified Soik Cktteifkstion ayssun
lsea attached dot) using vieuai4na+usl procedures unless noted otherwise.
OROIMD NArtER:
Observadons were nude at the time; Indirarted. Pm cmitV of soil strate, saasacel weather oondltiona. site
'
sspagrephy, ate., mey asute dtrgse In the wasr Isvds Indioeaed on the lop.
SAMPLING:
AN err I are taken with the standard 2" O. D. split•tube ampiar, axoapt where nosed. TW indketw thin -
won a disk"" ses"Ple.
WF:
Nwrbn Irtel1 blows per foot reoadad in stutdeed penati on test, also known as "N" wake. The onpsr
is set 6" Into undisturbed soil below the hollow -stem auger. Driving resistances we than counted for teea�d
and third 6" in crerrnnts and added to pt 6PF. Where they differ significantly, they are reported in the
'
following form — 2112 for the saoon'and third 6" inraemants respectively.
NH:
W4 indicates the aantpla penetrated soil under weight of harmer and rods alorr, driving not required.
'
NOTE:
All Poste run in smardsnoe with appRemble ASTM standrds.
ENGINEERING TESTING
u
u
11
UNIFIED SYSTEM
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM DESIGNATION D-2487
Maj-pr Divisions
N U
�o
zCC
W O d 0
ti
LV
'0
SAN
Group
Symbols
Typical
Names
Well -graded gravels and
ow gravel -sand mixtures,
little or no fines
Poorly graded gravels and
op ravel -sand mixtures,
little or no fines
Sil gravels gravel -
GM sansitt mlxiures
Clayey gravel! •avel-
OC sand -clay mlxLures
Well -graded sands and
sr gravelly sands, little
or no fines
-?oriy graded sands and
gravelly sands, little
or no fines
Silty sands, sand -silt
sM mixtures
so Clayey sands, sand -clay
mi xtures
Inorganic silts, rock
flour, silty or clayey
AIL fine sand
Classification Criteria
Cu - De0 / DIG
Greater than 4
Cs D102
DSO
Between 1 and 3
a+ N
Not neeLing both criteria for ow
o
N �
y v
"
Atte►bery'limrfts plot
below "A" line -it,
Atterberg limits plot-
, . I
plasticity index
ting in hatched area
a
less than 4
_ffierberg
are borderline
b,�• t
limits plot
"A"
classifications re -
above line and
quiring use of dual
plasticity index
symbols
c
l i 4 C
lei
greater than 1
�► _
Cu - D60I D10
Greater than 6
m N
CX - (D an12
Between 1 and 3
Q
8
N
D10 %De0
1 N
5
Not meeting both criteria
for sY
i $
on �>g
Atterberg limits plot
Below "An line or
Atterberg liwAts plot-
d
plasticity index less
than 4
ting in hatched area
borderline
�-
are clas-
Atterbery li ts plot
"A line
sifications requiring
above and
use of symbols
plasticit index
greater t�ian 1
Inorganic clays 0 Ow 0
sodium plasticity. yrav-
lz elly clays, sandy clays.
60
tioiiw
For ettassifi ct, of fine-
_ silty clays. lean clays
50
grained eoite and ii• Mottos
Organi c silts and organic
Of oome-ruined •otts•
Atterberg tiwite
OL silty clays of low
40
ptotting in
hatehed arm my borderline —
plasticity
o' ,ifioastort. regatrinp
Inorganic silts, micaceous
iP
30
we. of drat eMtbota.
a�watton of A-t
Aff or diatomaceous silts,
1
pi- o.?a rrc-:o
elastic silts
20
_
—
Inorganic clays of high
C9 plasticity. fat clays
1
Organic clays of ndi umi
CH to high plasticity
M
0 0 10 20 30 40 50 60 10
Uquid Unit
organic soils pt hat. muck and othor
gh y orgainic so.i& Visual -manual identification
BRAUR"
ENGINEERING TESTING
top
An Expansion of Soil Engineering Services, Inc. BRAUR"
EMNEERING TMNG
■INNI MUS/BT. PAUL MS. CNNNh N.1 B. P.O. Box ri1N. MNs.. Me. IMU 1612.141-NOB
NONTNINN 010NUOTA 3211 L IMIt knove. NNtial. Me. 617161118-2O3-BN1
January 7, 1977
Sullivan Septic Service
7660 Highway 101 South
Wayzata, MN 55391
Attn: Mr. Ed Sullivan
Gentlemen:
J. E. EaAYN �. E., Nribnt
f.N. ANOE=, 1Rw pow Aereeia�
CO. EatNE F. E. Via Am EneaNwiq
0. R *O"NM I.E. like Am TweYr
Re: 76-301 SOTT. n^RING & PERCOLATION
L._ . ►3lock 1
Fairview Addition
Orono, Minnesota
As requested by you, we have attached a suitable design for
a sewage disposal system, for the above referenced lot as
described in our soil boring and percolation test report,
dated December 3, 1976.
The system shown contains 12 disposal lines, 50 feet in
length, connected in a series for a total of 600 lineal
feet, as recommended in our report dated December 3, 1976.
This system design is based on an assumed t.:sement floor
elevation of r95" feet.
If we can be of further assistance in evaluating these data,
please contact us at your convenience.
Very truly yours,
jry
NGINEERING TESTING, INC.
son
Engie ring Assistant
GLN/skf
CONSULTING ENGINEERS/SOILS AND MATERIALS
Test Borings - Foundation Engineering and Recommendations • Inspection of Construction - Material Tesbnp of Soft. Concrete and Budding Components
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ENGINEERING TESTIt:r; I -' "IMA1.
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COMBS-KNUTSON ASSOCIATES, INC.
CONSULTING ENGINEERS N LANG SURVEYORS ■ SITE PLANNERS
January 12, 1977
Mr. Al Olson
City of Orono
P.O. Box 66
Crystal Bay, MN 55323
Subject: Septic System Review
Lot 4, Block 1, Fairview Addition
Dear Al:
We have reviewed the subject septic system application
and offer the following comments:
1. Two check valves should be installed on the discharge
line of the lift pump.
2. A back water valve should be installed on the
gravity flow line from the house to the lift pump
structure.
3. All septic tanks should be constructed in accordance
with Orono's regulations.
Providing that the above items are met, we recommend
approval of the system as submitted.
GF:sw ENROWE
2333 M
JAN 1:3 19l1 D�
1. 4'171/
Very truly yours,
McC S-KNUTSON ASSOCIATES, INC.
G g rank, P.E.
12805 OLSON MEMOPIAL HIGHWAY, MINNEAPOLIS, MINNESOTA 55441 TELEPHONE (612) 559-3700
36 NORTH MAIN STREET, HUTCHINSON, MINNESOTA 55350 TELEPHONE (612) 879-8029
SOUTHWEST ENGINEERING DIVISION, MARSHALL, MINNESOTA 56258 TELEPHONE (507) 532-5820
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