HomeMy WebLinkAbout1977-12-09 Septic System Design ReportAn Expansion of Soil Engineering Services, Inc. BMUR'
ENGINEERING TESTING
FMINNEAPOLIS/ST. PAUL 6880 S. County Rd. 18, P.O. Box 35108, Mpls., Mn. 55435 / 612-941-5600 J S eRA1INP E, Frnrd,",
NORTHERN MINNESOTA 3219 E. 191h Avenue, Hibbing, MN. 55746 / 218.263.8869 P H ANk"" V.c*JiH ow• ""S
CENTRAL MINNESOTA 200 Osseo Avenue No., St. Cloud, Mn. 56301 / 612 253 9940 C G KRUSE P E VK*Free Fn,.-v
' December 9, 1977
Mr. Bob Mason
Robert }1. Mason, Inc.
14201 Excelsior Boulevard
Minnetonka, Minnesota SS343
Re: 77-`26 FOUNDATION INVESTIGATION
' Burnhardt's Single Family
Dwelling
Lot 3, Block 1 of Lot 49
Auditors Subdivision #203
' Orono, Minnesota
Mr. Mason:
' As per your request, we have recently completed two standard
penetration test soil borings at the above referenced location.
' The borings were made to assist in the preparation of the
attacr Foundation investigation report.
The f .gs encountered rather stiff to stiff silty sandy
' clay ti�l approximately 2 feet below present ground surface.
Based on the information obtained from the two soil borings,
it is our opinion that the soils present at the site have
adequate strength !or support of the footing loads of the
proposed buildi:Eg.
' If you have any questions regarding this report or if we may
be of further assistance, please contact us at your convenience.
' Very truly yours,
BRAUN ENGINEERING "TESTING, INC.
eZ
' Ronald A. Shaffer, P.E.
Materials i:ngi ecr
' C. G. Kruse, P.E.
Vice President - Engineering
RAS/CGK:skh
' CONSULTING ENGINEEPS/SOILS AND MATERIALS
Test Borings • Foundation Engineering and Recommendations • Inspection or Construction e Material Testing of Sods. Concrete and Budding Components
1
' December 9, 1977
'
A. INTRODUCTION:
A.1. Purpose: The purpose of the investigation was to
'
provide soils and groundwater information pertinent to
construction of the proposed house.
A.2. Scope: Two standard penetration test borings (ST-1
and ST-2) were put down in the northwest and southeast
corners of the proposed building area, respectively. The
'
boring locations are shown on the attached sketch.
A.3. Available Information: You provided us with a loca-
tion of the proposed site Juring a phone conversation held
with you on November 23, 1977. During this conversation,
you also indicated that the four corners of the proposed
building area were delineated by steel pins.
'
A.4. Borin& Locations: The borings were located based on
the verbal information submitted to us, and are shown on the
attached sketch. The ground surface elevations at the
borings are referenced to the center of the cul-de-sac
of Eileen Street, which was assigned datum elevation 100.0.
'
A.S. Field Testing $ Sampling: The borings were taken on
December "5, l977, wit a truck -mounted core and auger drill
in accordance with ASTM D1586 "Penetration Test and Split
'
Barrel Sampling of Soils". Using this method, the bore hole
is advanced with the hollow -stem auger to the desired test
depth. Then a 140-pound hammer falling 30 inches drives a
standard 2-inch OD split barrel sampler a total penetration
'
of 1� feet below the tip of the hollow -stem auger. The
blows for the last foot of penetration are recorded and are
an index of soil strength characteristics. Soil samples
'
were generally taken at 24-foot increments to the 15-foot
depth and at S-foot increments to the termination depth in
each of the borings. Use of the hollow -stem auger eliminated
the driving of casing and the need for jetting water.
A.6. Soil Classification: Mineral soils encountered in the
borings were visually amanually classified in the field
'
by the crew chief in accordance with ASTM D2487 "Unified
Soils Classification System" and ASTM D2488 "Recommended
'
Practice for Visual and Manual Description of Soils". A
copy of ASTM D2487 is attached. All samples were then
returned to the laboratory for verification of the field
classifications by a Soils Engineer. Representative samples
will remain in this office for a period of 60 days to be
available for your examination.
A.7. Groundwater Level Measurements: 'fhe bori
probed for the presence oT groundwater prior to
diate g following withdrawal of the hollow -stem
Groun water was not encountered in either boring *ENGINEERING TESTING
� I
� I
I I
I I
Li
77-226
Mr. Bob Mason -3- December 9, 1977
B. RESULTS:
B.1. Lam: Soil strata encountered in the borings, penetra-
tion resistances, and water level observations are plotted
on the attached Log of Boring sheets.
B.2. Soils Encountered:
clay which is likely fill
beneath the sandy clay to
silty sandy clay till was
foot of black silty clay
Beneath the topsoil to th
sandy clay till was again
In boring ST-1, 2 feet of sandy
was initially encountered. From
the termination of the boring,
encountered. In boring ST-2, 1
topsoil was initially encountered.
e termination of this boring, silty
encountered.
The standarL' ijunetration values (blows per foot, BPF) deter-
mined in t...: course of sampling the soils on site indicate
that the consistency of the till materials encountered in
both borings ranged from rather stiff to stiff in consistency.
C. ANALYSIS $ RECOMMENDATIONS:
C.1. Focting Elevations: According to information submitted
by Mr. Dan Korba of your firm, you anticipate construction
of a split-level style home with tuck -under garage for the
property. The footing at the rear of the home will be
placed approximately 3h feet below present grade. The
footing in front of the structure will be at or near present
ground surface. The front half of the proposed house will
be placed on from 0 to around S feet of structural fill. We
anticipate a maximum soil bearing pressure from the house
footings to be 2000 pounds per square foot. Based upon the
results of our boring program, and the information obtained
from your firm, the soils present at your site can adequately
support the footing and structural fill loads without settle-
ments detrimental to the proposed structure.
C.2. Site Preparation: We recommend that prior to construc-
tion of the proposed structural fill and footings, the
building area should be stripped of all vegetation, topsoils
and existing fill. Compaction of structural fill should be
observed and tested by a Soils Engineering firm. We recommend
that the fill be compacted to a minimum of 90% of modified
Proctor density (ASTM D1s57-70).
C.3. Cold Weather Construction: If site grading work and
1 construction of the house ootings is anticipated during
cold or inclement weather conditions, we recommend that good
winter construction practice be observed. No fill should be
placed upon soils which have frozen or contain frozen
materials. No soils containing frozen materials should be
placed.
BRAUR"'
ENGINEERING TESTING
77-226
Mr. Bob Mason -4- December 9, 1977
If any concrete is placed, it should be maintained at a
temperature in excess of 50 degrees Fahrenheit for a minimum
of 48 hours following placement. No concrete should be
placed upon frozen soil or soils which contain frozen materials.
D. GENERAL REMARKS:
The analysis and recommendations submitted in this report
are based upon the data obtained from the 2 soil borings
performed at the locations indicated on the attached sketch.
Variations may occur between these borings, the nature and
extent of which may not become evident until construction.
If variations are encountered, it will be necessary to make
a re-evaluation of the recommendations of this report after
performing on -site observations during the construction and
noting the characteristics of any variations. Such varia-
tions may result in additional foundation costs and it is
suggested that a contingency be provided for this purpose.
To permit correlation of the soil data obtained to date with
the actual soil conditions encountered during construction
and to provide continuing professional responsibility for
the conformance of the construction to the concepts originally
contemplated in this report and to the plans and specifica-
tions, it is recommended that we be retained to develop and
' perform the necessary observation and testing program for
the excavation and foundation phases of the project.
If others perform the recommended observations and/or testing
of construction, professional responsibility becomes divided
since in doing so, they assume responsibility for verifying
that the soil conditions throughout the construction areas
' are similar to those encountered in the borings or recognizing
variations which would require a change in recommendations.
11
HRAun
ENGINEERING TESTING
Z
m
m
a
z
N
::I =
N
N
O> r bd "rf
tiro co
oa.+s�H C
Or►t7
O. rW >
3ya�a�
�a,x 0-4
(A cn �
&< a m
OH-0 w cn
r* W --3
N r•• O
o to ► z
w 1<
0^
LOG OF BORING
HMO
ENGINEERIfKi TESTING
PROJECT: 77-626 Foundation Investigation
Burnhardt's Single Family
Dwelling, Lot 3, Block 1 of
Lot 49 Auditor's Subdivision
#203
Orono Minnesota
BORING• ST-2
LOCATION:
See Attached Sketch.
DATE:
12/5/77
SCALE; 1"-4'
Elev.
94.8
Depth
0 ISymbol
ASTM
D2487
Description of Materials
(ASTM: D2488)
BPF
Teas or Notes
93.8
1
CL
SILTY CLAY, black, moist. !,(Topsoil
I
I
I
I
! 69.3
20.5
CL
SILTY SANDY CLAY, mottled brown
with gray, moist, rather stiff to
stiff, with a trace of Gravel.
(Glacial Till)
9
11
11
12
20
19
21
!
i
!
1
I
Termination of Boring
Water level not encountered with
24' of hollow -stem auger in ground.
Water level not encountered to
cave-in depth of 18' immediately
after withdrawal of auger.
LOG OF BORING
emun
EHMNEERM G TEaTWO
I
N
PROJECT: 77-626 Foundation Investigation
ST-1
LOCATION:
Burnhardt's Single Family
Swelling, Lot 3, Block 1 of
Lot 49 Auditor's Subdivision
See Attached Sketch.
#203
Orono, Minnesota
DATE:
12/5/77 SCALE: 1"-4'
Elev.
Depth
ASTM
D2487
Description of Materials
BPF
Tests or Notes
1.4
0
Symbol
(ASTM: D2488)
SANDY CLAY, brown, moist.
Bench mark: Center of
CL
(Fill)
1
Eliene Street assigned
89.4
2
datum elevation 100.0'
SILTY SANDY CLAY, brown to gray,
16
CL
moist, rather stiff to stiff, wit
a trace of Gravel.
(Glacial Till)
11
i
18
i
i
19
20
i
a
17
f
n
i
23
i
i
5
22
65.9
25.5
Termination of Boring
u
u
Water level not encountered with
24' of hollow -stem auger in group(.
Water level not encountered to
cave-in depth of 23' immediately
after withdrawal of auger.
DESCRIPTIVE TERMINOLOGY
PARTICLE SIZE IDENTIFICATION
8"den
over 3"
OrwN
Coarse
Illledfum
1/2" — 1"
Fine
No. 4 — 1 /7'
land
Co"
No. 4 — No. 10
Modum
No. 10 — No. 40
Fine
No. 40 — No. 100
Vary Flew
No. 100 — No. 200
lilt
No. 200 — JJ06 mm
Clay
loss then J306 mm
RELATIVE DENSITY OF
COHESION LESS SOILS
very loon
0 — 4 BPF
loon
5 — 10 BPF
medium slam
11 — 30 BPF
dense
31 — 50 BPF
very dense
50+ BPF
SOIL INTRUSIONS
THICKNE86
let"
seam
lever 1" — 12"
varvad alternating seams or
lama of clove and
silts in lake deposit
MOISTURE CONTENT
Dry law than 5%
Moist under optimum moisture
Mt over optimum moisture
fttorboaring saturated send
CONSISTENCY OF
COHESIVE SOILS
very soft
0 — 1 BPF
soft
2 -- 3 BPF
rather soft
4— 5 BPF
msdium
6 — 8 BPF
tether stiff
9 — 12 BPF
stiff
13 — 16 BPF
very stiff
17 — 30 8PF
hard
30r 8PF
RELATIVE ►ROPORTION$
with a few 0 — 10%
with some 11-20%
with over 20%
ORGANIC CONTENT
0 — 5%
non to slightly organic
6 — 10%
slightly organic
11 — 25%
organic
26 — 65%
muck
66*
Peet
PLASTICITY OF SOILS WITH
LESS THAN 20% CLAY
non platic gritty, cannot thread
slightly plastic rough to smooth,
hard to thread
plastic smooth to waxy,
say to thread
RELATIVE PROPORTIONS
OF GRAVEL
LABORATORY TESTS
• tram 0 — 5%
DD Dry Density, pcf oC Organic Content, %
'
a little 6 — 15%
WD yet Density, pcf S Percent of Saturation, %
tame /6 — 30%
MC Natural Moisture Content, % SG Specific Gravity
and 31 — 5011
LL Liquid Limit, % C Cohesion
►L Plastic Limit, % 0 Angle of Internal Friction
let Plasticity Index, % qu Unconfined Compressive Strength
DRILLING NOTES:
Standard penetration tat borings were advanced by 2%" or 3%" I.D. hollow -stem augers unless noted other-
'
wise. Jetting weer was used to clean out sugar prior to sampling only where indicated on logs. Standard
penetration test borings are designated by the prefix "ST" (Split Tubal.
Power auger boring were advanced by 4" or 6" diameter, contin~-Ilite, solid stem augers. Soil classification
and strata depths ore inforrod from disturbed samples supred to the surface and are therefore somewhat
approxirrew. Power sugar borings are designated by the prefix "B".
Hand probings were advanced manually with a 1 %" diernister probe and are limited to the depth from which
the probe can be manually withdrawn. Hand probings we Indicated by the prefix "H"
'
CLASSIFICATION:
Classification on logs is made by inspection in accordance with the Unified Soils Classification System
(see attached dart) wing vlsual-manual procedures unless noted otherwise.
GROUND WATER:
Observations were node at the times Indicted. Porosity of soil strata, seasonal weather conditions, site
'
topography, etc., may cause changes in the water levels indicated on the logs.
SAMPLING:
All sample. we taken with the standard 2" O. D. split -tubs sampler, except where noted. TW indiesta thin -
wall undisturbed sample.
BPF: Numbers indicate blows per foot reeorded in standard penetration lot, also known as "N" value. The wmpler
is set 6" Into undisturbed soil below the hollow -stem super. Driving rosistanca am than counted for second
and third 6" increments and added to get 8PF. When they differ significantly, they are reported in the
following form — 2/12 for the second and third 6" increments respectively,
WH: WH indicates that sampler penetrated soil under weight of hammer and rods alone, driving not required.
NOTE: All tests run in accordance with applicable ASTM standards.
BMUR"
ENGINEERING TESTING
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM DESIGNATION D-2487
Group Typi cal
Major Divisions Symbols Names Classification Criteria
2
w c >
O O N
M N N
N Ln A tr
C U.
o
LnL yWz
4J `N
LO v+
u b
o.
N GW
C �
A�
a,
u �
GP
N GM
y N
S ~ C
CC
SW
c v�
A
U N .SP
SH
� 0�1
�v
N li
SC
N
>1
A aJ N
r N
r L
y
Av o
C as
y
4
7 CrLO
N
J
$
N
7 N
0•
4n o
z
v
�d
L
N
O
to
coO•
uEc
i
ro
a �
C
C +J
uL
M v
L
L
N 7 y
^ O 4J
O
�e
J
C
N
o
rn
u,
Hignly organic soils
Well -graded gravels and
Cu = DB0 D10
Greater than 4
0
gravel -sand mixtures,
little or no fines
0
CZ = D1 X D2
Between 1 and 3
a
o
Poorly graded gravels and
gravel -sand mixtures,
Not meeting both criteria
for GW
little or no fines
o
o
�" a
Silt gravels, gravel-
Atterberg limits plot
below "A" line or
Atterberg limits plot-
X
'O
Ln En
sandysi It mixtures
plasticity index
ting in hatched area
«'
�y CM
°-
less than 4
are borderline
Clayey gravels, gravel-
Atterberg limits plot
above "A" line and
classifications re -
quirin use of dual
•0
sand -clay mixtures
plasticity index
symbols
c
8 1 m
greater than 7
Well -graded sands and
Cu = D60 I D10
Greater than 6
�+ N
gravelly sands, little
or no fines
Ca = (Dan12
Dso
Between 1 and 3
$ r
$ N
D10 X
g
Poorly graded sands and
gra illy sands, little
Not meeting both criteria for SW
A
o i
z 1A
or no fines
u
W
u+ i
b 0.
Silty sands, sand -silt
Atterberg limits plot
below "A" line or
Atterberg limits plot-
A
d
mixtures
plasticity index less
ting in hatched area
,a
than 4
are borderline clas-
� � N
tterberg m is p o
si fi cati ons requiring
O
Clayey sands, sand -clay
above "A" line and
use of symbols
in r "
mixtures
plasticity index
JiLn
greater than 7
Inorganic silts, rock
flour, silty or clayey
HL fine sand
Horgan c c ays of low to
medium plasticity, grav-
60
CL elly clays, sandy clays,
silty clays, lean clays
50
_
Organic silts and organic
OL silty clays of low
40
plasticity30
a
Inorganic silts, micaceous
W or diatomaceous si Its,
elastic silts
20
Inorganic clays of high
fat
a 1p
CH plasticity, clays
7
4
Plasticity chart
For classification of fine-
grained soils and fine fraction
of coarea-grained soils.
CH
Attarberg lien to plotting in
hatched area are borderline
otassifications requiring
use of dual eymboie.
Equation of A -line
PI 0.7d (LL-20 CL
IZ
AE
OH
)L
Organic clays of medium 0 0 10 20 30 40 50 60 70 80 90 100
OH to high plasticity Liquid linri.t
Pest, MUCK end otner
Pt highly organic soils Visual -manual identification
BRAUR
ENGINEERING TESTING
An Expansion of Soil Engineering Services, Inc. Rmun-
TESIING
O MINNEAPOLISrST. PAUL 6880 S. County Rd. 18, P.O. Box 35108, Mpls., Mn. W35 / 612-941.5600 J. S. ERAUNP E. Prnrdeir
O NORTHERN MINNESOTA 3219 E. 19th Avenue, Hibbing, MN. 55746 / 218.263-8869 P.H. ANDERSON. Vim Pin. Oprariont
❑ CENTRAL MINNESOTA 200 Omo Avenue No., St. Cloud, Mn. 56301 ! 612.253.9940 C G. KRUSE P. E.. V—P— Enprn ,,;g
February 6, 1978
Robert F1. Mason, Inc.
14201 Excelsior Boulevard
Minnetonka, Minnesota 55343
Re: 77-626 PERCOLATION TESTING
Burnhart's Single Family
Dwelling
Lot 3, Block 1 of Lot 49
Auditor's Subdivision #203
(Riedel Co. Stubb's Bay Add'n.)
Orono, Minnesota
Mr. Mason:
In accordance with your request, we have conducted a total
of 30 percolation tests and one power auger boring. The
borings and tests were conducted to assist in determining
soil absorptivity rates for an individual sanitary system
proposed for the above referenced lot. After the initial
six tests were taken, the additional tests were taken to
find an area on the lot where a drainfield could be placed.
It was our opinion that many, if not all, of the locations
tested would be suitable if tested during warm weather.
The depth of frost this winter is exceptional and appeared
to be influencing test results. However, your scheduling
did not permit a delay until that time.
The boring and percolation tests were conducted at the
locations shown on the attached sketch. Pertinent locations
and elevations were determined by our field crew, and are
based upon the dimensions and elevations of your January 19,
1978 Boundary Survey prepared by Schoell & Madson, Inc.
Surface elevations were referenced to top of asphalt on cul-
de-sac of Eileen Street at the point where it is indicated
on the Boundry Survey to be at elevation 106.5.
The percolation tests and borings were drilled with a truck -
mounted power auger unit. All operations were conducted in
conformance with the City of Orono specifications.
CONSULTING ENGINEERS/SOILS AND MATERIALS
Test Borings a foundation Engineering and Recommendations* Inspection of Cj�suurpon a Material Testing of Sods. Concrete and Budding Components
77-626
Robert 11. Mason, Inc. -2- February 6, 1978
The soil strata encountered in the boring and results of
groundwater observations are shown on the attached Log of
Boring sheet.
The boring was probed for the presence of groundwater imme-
diately upon its completion and again the next day. The
presence of groundwater was not observed in the boring
during the period of observation.
RESULTS:
The soil boring encountered 2 feet of dark brown sandy clay
topsoil which was frozen to a depth of two feet. From
beneath the topsoil to the termination depth of the boring
at 20 feet, brown sandy clay till with a trace of gravel was
encountered.
The results of the percolation tests indicating the soil
absorptivities in minutes per inch (mpi) were measured to be
the following:
Percolation
Surface
Soil At
Absorptivity
Test No.
Elevation*
Test Depth
Rate (mpi)
1
97.6
CL-Sandy
Clay
60
2
98.0
CL-Sandy
Clay
**
3
98.5
CL-Sandy
Clay
**
4
98.5
CL-Sandy
Clay
80
5
98.0
CL-Sandy
Clay
240
6
97.8
CL-Sandy
Clay
**
7
96.2
CL-Sandy
Clay
80
8
97.0
CL-Sandy
Clay
480
9
96.2
CL-Sandy
Clay
**
10
96.8
CL-Sandy
Clay
240
11
95.0
CL-Sandy
Clay
480
12
96.5
CL-Sandy
Clay
480
13
94.3
CL-Sandy
Clay
240
14
95.2
CL-Sandy
Clay
**
15
93.3
CL-Sandy
Clay
120
16
93.0
CL-Sandy
Clay
**
17
92.3
CL-Sandy
Clay
240
18
92.5
CL-Sandy
Clay
60
19
96.1
CL-Sandy
Clay
***
20
02 0
CL-Sandy
Clay
***
21
97.8
CL-Sandy
Clay
***
22
99.2
CL-Sandy
Clay
***
23
97.9
CL-Sandy
Clay
***
24
99.4
CL-Sandy
Clay
BRAUR'"
ENGINEERING TESTING
77-626
Robert Ii. Mason, Inc. -3- February 6, 1978
Percolation
Test No.
Surface Soil At
Elevation* Test Depth
Absorptivity
Rate (mpi)
2S
102.6
CL-Sandy Clay
****
26
101.0
CL-Sandy Clay
****
27
9S.2
SC -Clayey Sand
60
28
92.2
SC -Clayey Sand
60
29
92.0
SC -Clayey Sand
S4
30
92.2
CL-Sandy Llay
480
*Surface elevations were inferred from those elevations
which appeared on the January 19th Boundry Survey.
**No drop in water level observed.
***Percolation test readings not conducted when water and
ice were observed in test holes following 24-hour soaking
period.
****Percolation test holes were exploratory in nature and
were backfilled when sandy clay soil was encountered to
termination depth in the percolation test holes.
ANALYSIS:
As indicated above, S of the 30 percolation tests conducted
on the lot met the specified minimum standard required for a
drainfield system. The variability in percolation rates may
likely be attributed to 2 factors. There is, of course, the
normal variability in soil permeability inherent in all
natural glacial deposits. The more dense and/or cohesive
the sandy clay and clayey sand tills encountered at test
elevation, then the less permeable it will likely be.
It is likely that failing test rates have been caused by the
presence of ground frost and frozen soil conditions. Although
the observable frost depth in the percolation test areas
appeared to be approximately IV, temperature measurements
conducted during the second series of percolation tests
indicated that the soil temperature at the 36-inch depth was
340 F. If the water does not freeze when entering the soil,
it would be considerably more viscous, which would reduce
its passage through the soil pores
RECOMMENDATIONS:
We understand that a 3-bedroom house is to he constructed.
For a 3-bedroom house, the City ordinance requires 2 septic
tanks. Tile first must have a capacity of at least 1000
gallons and the second at least 7S0 gallons. As may be
seen from the above tabulation, the initial tests (tests I
through 26, excluding P-18) averaged above the Gasumi
umun-
ENGINEERING TESTING
77-626
Robert H. Mason, Inc. -4- February 6, 1978
required for a suitable drainfield. However, the average
of tests P-18 and P-27 through P-29 was slightly less than
60 mpi. At a rate of 60 mpi, a minimum of 330 square feet
of absorptive area per bedroom is required. For the proposed
3-bedroom house, the total required absorption area would
then be 990 square feet. This can be provided by a total
of 5 drain lines, each 80 feet in length, 2'-6" in width, and
spaced 7 feet center -to -center. Our recommended design
system is illustrated on he attached sketch.
Also shown on the sketch are the locations for two future
lines. With the addition of these two future lines, the
d rain`ield is calculated to be capable of supporting an
additional bedroom. Thus, the drainfield as it is pr^sently
located has the capacity for future expansion.
As an alterate effluent disposal system, we suggest the area
immediately east of the proposed drainfield. Although perco-
lation tests have not, as yet, been conlucted in this area,
we feel that it has potential for effluent disposal, provided
a mound system of adequate dimensions and construction is
provided.
If you have any questions regarding this report, or if we
may be of further service on this project, please contact as
at your convenience.
Very truly yours,
BRAUN ENGINEERING TESTING, INC.
L� /=ld A. Shaffer,
Materials Engineer
IL s
Vi:e Presiuent - Engineering
RAS/CGK:skh
8RAHn_J
The content it Ihis repoII ano supporting documents are for th.. exclusive use of the add,essee In the absence of our prmr ordlen app•oval ENGINEERING
we make no represenlation and assume no respons,bd-ly to any other parhes regaid,ng such tomlenl
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BRAUn'
ENOINEERINC 'ESTING
77 6 Z 6 PFRL vLATIoN TES FIAIG
L'wE[.uNC-
- 3 -78
NOT TO
LOG OF BORINGS
PROJECT: 77-626 Percolation 'resting
DATE: 2/1/78
Proposed Burnhart Single Family Dwelling
SCALE: 1"-4'
Lot 3, Blk. 1 of Lot 49 of Auditor's
bdivi i P20 Orono Minnesota
BORING: PAB-1
LOCATION:
See Attached Sketch.
BORING:
LOCATION:
URF.ELEV:
SURF. .
98.2
Depth
Description 'o'6MterialS
D2487
WL
Depth
Description of Materials
WL
Fill, SANDY CLAY, with a
trace of Gravel, dark
CL
2frozenrown.*
Fill, SANDY CLAY, with a
trace of Gravel, brown,
CL
4
SANDY CLAY, with a trace
of Gravel, brown, moist.
(Glacial Till) CL
20
Water level not encountered
with 20' of hollow -stem auger
in ground.
Water level not encountered to
cave-in depth of 20' immediate)
after withdrawal of auger.
I
PARTICLE SIZE IDENTIFICATION
DESCRIPTIVE TERMINOLOGY
SOIL INTRUSIONS
Bouldm
Grovel
Co•reo
Modtum
Fine
Send
Corte
Mad um
Fine
Very Fine
Silt
Cloy
over 3"
1, — 3"
1 /2" — 1'
No. 4 — 1 /2"
No. 4 — No. 10
No. 10 — No. 40
No. 40 — No. 100
No. 100 — No. 200
No. 200 — .005 mm
lop then Am mm
RELATIVE DENSITY OF
COHESION LESS SOILS
THICKNESS
Ions@ 0 — 1 /B"
seem 1 /B" — 1'
layer 1" — 12"
verved alternating seems or
lenses of clays and
silts in lake deposit
MOISTURE CONTENT
RELATIVE PROPORTIONS
with a few 0 — 10%
with some 11 —20%
with over 20%
ORGANIC CONTENT
Dry loss then 5% 0-5% non to slightly organic
Moist under optimum moisture 6 — 10% slightly organic
Wet over optimum moistwo 11 — 25% organic
Waterbaring saturated and 26 — 65% muck
65+ post
CONSISTENCY OF PLASTICITY OF SOILS WITH
COHESIVE SOILS LESS THAN 20% CLAY
very loose 0 — 4 BPF
very soh 0 — 1 BPF qon plastic gritty, cannot thread
tam 5 — 10 BPF
soft 2 — 3 BPF slightly plastic rough to smooth,
modium dense 11 — 30 BPF
rather soft 4— 5 BPF hard to thread
d- 31 — 50 SPF
medium 6— B BPF plastic smooth to waxy,
wry dense 50+ BPF
rethw stiff 9 — 12 BPF easy to thread
stiff 13 — 16 BPF
very stiff 17 — 30 BPF
hard 3D+ BPF
RELATIVE PROPORTIONS
OF GRAVEL
LABORATORY TESTS
• t►om 0 — 5%
DD Dry Density, pcI OC organic Content, %
a little 6 — 15%
WD Vbt Density, pcf S Percent of Saturation, %
some 16 — 30%
MC Natural Moisture Content, % SG Specific Gravity
end 31 — 50%
LL Liquid Limit, % C Cohesion
PL Plastic Limit, % B Angle of Internal Friction
PI Plasticity Index, % qu Unconfined Compressive Strength
DRILLING NOTES:
Standard panetration test borings were advanced by 2X" or 3%" I.D. hollow -stem augers unless noted other
wise. Jetting water sues used 10 clean out sugar prior to sampling only where indicated on logs. Standard
penetration test borings are designated by the prefix "ST" (Split Tube).
Power auger borings ware advanced by 4" or 6" diameter, continuous flits, solid stem augurs. Soil classification
and strata depths we inferred from disturbed samples sugared to the surface and are therefore somewhat
approximess. Power sugar borings are designated by the Prefix "B".
Hand probings were advanced manually with a 1'A" diameter probe and are limited to the dep+h from which
the Probe can be manually withdrawn. Hand probinge we indicated by the Prefix "H".
CLASSIFICATION:
Classification on logs is made 121, inspection in accordance with the Unified Sods Classification System
Ise@ attached chart) using visual -manual procedures unless noted otherwise.
GROUND WATER:
Observations veers or" at the times indicated. Porosity of soil strata, seasonal weather conditions, site
topography, etc., may cause changes in the water levels indicated on the Icgs.
SAMPLING:
All sarrsples are to& with the standard 2" O. D. split -tub serspier, except where noted. TW indicates thin -
wall undisturbed s:
BPF:
Number indicate bfuvvs per foot recorded in standard penetration test, also known as "N" value The sampler
is set 6" Into undisturbed soil blow the hollow -stem auger. Driving resistances are then counted for second
and third 6" increments and added to gat BPF. Where they differ significantly, they are reported in the
following form — 2112 for tho second and third 6" increments respectively.
WH:
WH indicates that sems{•ler penetrated soil under weight of hammer and rode alone, driving not required
NOTE:
All tests run in accordance with applicable ASTM standards.
0mun,
ENGINEERING TESTING
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM DESIGNATION D-2487
Kajor Divisions
Group Typical
Symbols Names
Well -graded gravels and
CW
gravel -sand mixtures,
N
little or no fines
w N
Poorly graded gravels and
o;,.r
"
M
ravel -sand mixtures,
oo
little or no fines
o
S11ty gravels, gravel-
p� oq
N N
GN
sand=si it mi xtures
o
°
Clayey gravels, gravel-
v $
E
"
is
sand -clay mixtures
L
Well -graded sands and
SW
gravelly sands, little
or no fines
a,
L34MPoorly
graded sands and
b
K N
{q •
SP
gravelly sands, little
or no fines
i9
5 d =o
Silty sands, sand -silt
1O'L' N
SN
mixtures
:Q V N
yy
. C
S s
Clayey sands, sand -clay
SC
mixtures
N
M N,
� r N
veld
9^ L
" co
Ln
J
N
.g
R�
v
C d
UI 1!
a
N ,O
EVE 15
�g
C�
L
o
N _QN
�
J eA�
14
0
N `
0.
u,
Highly organic soils
Classification Criteria
Cu - De0 / Djo
Greater than 4
^;
Cs - (
I DgO
Between 1 and 3
N
D10
Not meeting both criteria
for GW
N O
�`�' 0)
Atterberg limits plot
below "A" line or
Atterterg limits plot -
plasticity index
ting in hatched xraa
c
less than 4
are borderline
}t
[
ti t
-Atterterg limilts plot
classifications
IsQ
above "A" line and
quiring use of dual
a�a•0 C
plasticity index
symbols
G
greater than 7
' 3
Cu - D60 / D10
Greater than 6
16
16
_� r
N
Z
D
Between 1 and 3
d
N
N
gQN
D-
F
Not meeting both criteria for SW
a
N
N
61! N
d
Atterberg limits plot
below "A" line or
Atterberg limits plot-
plasticity index less
Ling in hatched area
than 4
are borderline clas-
$ DI
tie erg limits plot
sifications requiring
o
above "A" line and
use of symbols
'A40
plasticit index
greater than 7
'; i n
Inorganic silts, rock
�
flour, silty or clayey
le fine sand
Inorganic clays of low to
60
medium plasticity, grav-
CL elly clays, sandy clays,
silty clays, lean clays
50
Organic silts and organic
OL silty clays of low
40
plasticity
Inorganic silts, micaceous
30
M or diatomaceous silts.
elastic silts
20
Imo anic cl s of high
�r
62 plasticity, fat clays
Organic clays of medium
OH to high plasticity
Plaatioity ohart
For olassifioation of fine-
grained soils and find fraction
of ooarse-grained soils.
Cd
Atterberg limits Plotting in
lntohed area are borderline
otassifioations requiring
use of dual symbols.
Squation of A-li
PI - 0.73 (LL-20 CL
,
�B
Od
_-
At
OL
I
00
10 20 30 40 50 60 lu tiu `!u 1uu
Liquid limit
Peat, muck and other
Pt highly organic soils Visual -manual identification
B�un
ENGINEERING TE>sTiNG
Ba al4aa, Rom, 4m&41A a 14ddocJa&i, Am ewa"&-rq C"94we"
.2335 IV. /4aft4 -#IpAu" 86
Otto G. Bonestroo. P.E.
Lawrence F. Feldit•n, P.E.
St A4 MLure"&
Robert W. Rosen, P.E.
Glenn R. Cook, P.E.
551i3
Joseph C. Anderllk, P.E.
Keith A. Gordon, P.E.
Bradford A. LemberS. P.E.
Thomas E. Noyes, P.E.
p e: 636-k600
Robert D. FriSeard, P.E.
Richard W. Foster, P.E.
Richard E. Turner, P.E.
James C. Olson, P.E.
February 13, 1978
Mr. Tom Jacobs
Building Inspector
City of Orono
Box 66 f
Crystal Bay, Mn. 55323
Re: Mason Builders
Percolation Tests 3630 Eileen Street
Our File No. 139
Dear Mr. Jacobs:
Robert G. Schunicht, P.E.
Marvin L. Sorvala, l.E.
Donald C. BurSordr, P.E.
Kenneth R. Metrter, P.E.
Charles A. Erickson
Leo M. lavrelsky
Harlan M. Olson
We received a telephone request from Mr. Bob Mason today relative to percolation
tests taken at the above address by Braun Engineering Testing. The percolation
tests taken approximately a week ago failed to meet minimum requirements for
soil absorption systems. It was indicated that freezing temperatures and frost
Inay have had an adverse affect on the test results. Mr. Mason requested some
kind of interims or contingency approval of the septic system until summer, so
he could get a building permit.
We checked with Mr. Ron Schaffer of Braun Engineering Testing (941-5600" who
reviewed the test procedures. Mr. Schaffer informed us that the soil boring in-
dicated sandy clay till material which he said was a marginally accepted soil.
Mr. Shaffer also stated that freezing temperatures and frost may possibly had an
adverse affect on the test results, but he further stated that "- - - - it is too
close to call." "Fie can offer no other conclusive col:aborating opinion of the
acceptability of the soils for septic system design.
We recommend that no building permit be granted to Mason Builders for the above
subject lot until satisfactory evidence of acceptable soils for a eoil absorption
system has been submitted.
Yours very truly,
BON\ EST, ROSE ,ADTDERLIK & ASSOCIATES, INC.
Jam" C. Olso
JCO:li
Telephone 473.7357
CITY Of ORONO
Post Office Box 66•Crystal Ray, Minnesota 55323•Municipal Offices
On the ]North Shore of Lake Minnetonka
March 8, 1978
Jim Olson
Bonestroo, Rosene, Anderlik & Associates, Inc.
2335 Hwy 36
St. Paul, MN 55113
Dear Jim:
Enclosed is a copy of the perc tests and septic system design
layout for Lot 3, Block 1 of Auditor's Subdivision #203. The
system is based on a design rate of 60 mpi and 3 bedrooms. My
preliminary findings are that the system design appears to conform
to code.
Please review this report and make a recommendation on approval
or disapproval of the system. Thanks!
Sincerely,
;%;ako. A.-i
Michael P. Gaffron
Septic System Inspector
MPG:sm
Enclosure
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March 10, 1978
Mr. Michael P. Gaffron
Septic System Inspector
City of Orono
Box 66
Crystal Bay, Mn. 55323
Re: Septic System Design Review
Lot 3, Block 1 Aud. Sub 203
Our File No. 139
Dear Mike,
Otto G. Eonestroo, T.E.
Robert W. Roune, P.E.
de Joseph C. Anrltk, P.E.
Bradford A. Lentber;, P.E.
Robert D. Prtjaard, P.E.
Rickard E. Turner, P.E.
James C. Olson, P.E.
Lawrence P. Feldslen, P.E.
Glenn R. Cook, P.F.
Keith A. Gordon, P.E.
Thom" E. Noyes, P.E.
Richard W. Potter, P.F.
Robert G. SchoWells, P.E.
Marvin L. Sorvela, P.F.
Donald C. Ewpprdt, P.E.
Kenneth R. Meister, P.E.
Charles A. Erickson
Leo M. Pewelsky
Harlan M. Olson
We have reviewed the proposed on -site sewerage design for the Burnhart Residence
at Lot 3, Block 1 of Lot 49, Aud. Sub. #203 submitted by Braun Engineering Testing
dated Feb. 6, 1978 and offer the following comments.
The drainfield as laid out by Braun Engineering is adequate to meet the code re-
quirements for a primary drainfield site. Three of the percolation tests are at
60 mpi (P-18, P-27 and P-28) and one test is at 54 mpi (P-29). There are 5 dis-
tribution lines shown each 80 feet in length yielding 1,000 sq.ft. of trench area
which is adequate for a three bedroom home. Two future distribution lines are
indicated which would yield a trench area of 400 sq.ft.
The two future lines indicated on the drawing are not adequate to meet the require-
ments of a secondary drainfield site. The remaining percolation tests around the
proposed primary site does not indicate adequate soil for expansion. Therefore, we
recommend that it be suggested to the Owner to change the design layout somewhat
in order to reserve more room for the secondary site area. For example, if the dis-
tribution pipes were changed to 4 lines each 100 feet long, there would be addition-
al room for expansion to the sides of the drainfield area. In addition, in pro-
posed WPC 40, Section H, 5 (page 720) there are recommended reductions in trench
area that can be applied as the result of increasing the depth of filter material
below the distribution pipes.
In conclusion, it is our opinion that the design as submitted meets the require-
ments of a primary site, but we recommend that changes or rearrangements in the
design be made in order to reserve adequate space for a secondary site in the same
general area as the primary site.
Yours very Truly,
I�pNESTRbO, ROSENB�?ERLIK 6 ASSOCIATES, INC.
Jame�Ols n
JCO:li /
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