HomeMy WebLinkAbout1992-05-11 Soil Testing ReportS -PP TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3588
May 11, 1992
David Carlson Co.
Pleasant view at Lake Minnetonka
The Reserve & Lots 14, 15, 16 & 17
Big Island
Orono, Henn. Co., MN
A site Evaluation was completed on this property for On -Site Sewage
Treatment. At present there are 2 existing cabins with out houses.
This On -Site Sewage Treatment System is Designed for a Type 11, 2
bedroom for each cabin, 225 gal/day/cabin. Designed in accordance
with the Minnesota Pollution Control Ogen^_y Chapter 7080 and
local ordinances.
The soils on this site are SCS soils ^upped - IlbC - Hayden loam.
A seasonally high water table was located at 22" to 26", (mottled
soil). Due to the seasonally high water table, a Pressurized
Mound Svstem will need to .-le installed. The bottom of the rock
bed must be located at least 3' above the seasonally high water
table.
Due to no fur,.her expansion area, the system is actually Designed
for 540 gal/day which will allow a maximum water use of 270 gal/day
per cabin. Each cabin will need to use low water facilties, 1.5 gal.
flush toilet, low flush shower head, water flow restrictions on all
faucets, etc. A water meter will need to be installed in each cabin
to monitor daily water use. If the water exceed 270 gal/day, the
water use in that cabin will need to be further reduced.
Due to the cabins being within 1.0' of the high water mark for
Lake Minnetonka, the tanks will need to be installed at a higher
elevation. Sewer ejector pumps with check valves will be needed
at each cabin to lift the effluent to the septic tanks. The supply
line to the septic tanks will need to be drained prior to the
winter season. Recommend the septic tanks 6 pumping chamber be
insulated to prevent frtezing in the winter.
A Legal Ayreement will be needed on ownership, maintenance 6 water
use, etc. prior to City approval.
CONT'D
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MOUND UESJUN WURKSttbt:t
(For Flows up to 1200 gpd)
A. FLOW Z SS- e- R -v- 10 .
Estimated L4SU gpd (seepages D-7 or 1-3,4,5) 540
or measured - gpd x 1.5 = _ II `'111 '--"R`'
B. SEPTIC TANK LIQUID VOLUMES
.� -J o o CJ gallons (seepages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = a,� Iso P I, inches
2. Depth of percolation testi Q. 1' inches
3. Percolation rate L4 . S' mpi
4. Land slope U %
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 -
L3gpid x 0.83 sq. ft./gpd - t sq. ft.
2. Select width of rock layer (10 feet or less) = 1 o ft.
3. Length of rock layer - Area + Width =
vig V sq. ft. + I 0 ft. = Lft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
uL5c'sq. ft. x L o,,'ft. = 4a ocu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
4'] D cu. ft. + 27 = � cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
m cu. yd. x 1.4 ton/cu. yd. _ :z-4 tons.
F.
1.
2.
3.
e,t maw %ew Fk" V CAW.611. M
(WO
Weeklies
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Tnia, 11
I
Ti," 111
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a0araow.
aloes
S&W
1.20
V
01 to 3 • •
X0
0 60
110
GIs is
-� -
-450
-
211
.a
060
GM
373
236
030
3
730
630
2"
2 62
6
9W
323
l22
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r L
71030
1
1200
600
673
370
601
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Rock bed
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0 Lmglh
ADSORPTION WIDTH c.L-,I I -O%)" 1
Percolauon rate in top 12 inches of soil is tt. ; mpi a�"'e'�"'Ih sa`1�r�rek
Select allowable soil loading rate from table on page E-;
.4 f gpd / f t2
Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/fe by allowable soil loading rate;
1.20 gpd/ft2+ _ s gpd/ft' = �? • t<1)
Check this value on y4ge E-16.
Multiply adsorption width ratio by rock layer width to get
required adsorption width;
x '.) ft= ft
ro"i li=
in M~n
I1Rtt (M/1)
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2110
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0.79
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1610 30
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060
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SIOM 111M
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ITO'
G. DOWNSLOPE DIKE WII TI I
1. If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
ft = 1 '7_ feet
2.
Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer. Separation -<<t; feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
I? x X%+100= -L/ feet
c. Add depth of clean sand depth of clean sand for =' ...1.
separation at upslope edge (2a) to depth of rock layer to Walk
rock depth and the depth of cover to find the total mound 'W*
height at upslope edge of rock layer;
J-0 ft + 1 fl + 1 fl = . u feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier ofy ,_
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: e. I) x -•.,js _ / c feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
+ 'j - ' I feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of -I . I L,
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: _ . --► x %)i- _ _;L- feet
L Compare the values of step G.1 and Step G.2.h. Select the
greater of the two values as the downslope dike width;
1 ' I feet
Total mound width is the sum of upslope dike
width plus rock layer width plus downslope
dike width;
? t ft + fl + _U fl = _:,;] feet up -&q. ilii.irjdu,'�'Lr r,.:. :i;:'Vp.bp.ult.wlalA1}Z
k. Total mound length is the sum of upslope z:`t';:';�'i'
"
dike width plus rock layer length plus
�;k:. ": ..: 4 .: 4-4tL:::r ti. t: 4•%
upslope dike width `•': f:` `:+ ,:4�{.;;+ti�,;:v `cuf.
1
" ft + t_') ft + ,,,-ft= feet ��ladlenjlh_i -�e�
i 11 1 7 7 ^ . �1.•.
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4n1
A. Determine pump capacity:
Gravity Distribution
1. Minimum suggested is 600 Itallons per hour (10 gpm) to stay ahead of
water use rate.
2. Maximum suggested for delivery to a drop box of a home system is 2,700
gallons per hour (45 gpm) to prevent build-up of pressure in drop box.
Pressure Distribution
3. a. Select number of perforated laterals _
b. Select perforation spacing e -- ft.
c. Subtract 2 It. from the rock layer length.
?-2ft.=Ll- ft.
d. Determine the number of spaces between perforations.
Length pert. spacing. � - ft. • _;. ft. aI'l spaces
c. i' I spaces + 1 11 t perforations/lateral
f. Multiply perforations per lateral by number of literals to
get total numbe7 of perforations.
t.:..r. x '�671-..r- 11 perforations. t Jt t
xLT�egpm.
SELECTED PUMP CAPACITY _ _ gpm
S. Determine head requirements:
1. Elevation difference between pump and point of discharge.
) I_ feet
2. if pumping to a pressure distribution system, add five feet for pressure
required at manifnid
feet
3. Friction loss
A. Enter friction lass table with gpm and pipe diameter.
Read friction lass in feet per 100 feet from table.
F.L. e I , / ft./ IOD ft o/ pipe
b. Determine total pipe length from pump to discharge
point. Add 25 percent to pipe length for fitting
loss, or use a fitting loss chart. Equivalent pipe
length - 1.25 times pipe length -
x1.25e I feet
c. Calculate total friction loss by multiplying
friction loss in ft/ 100 ft by equivalent pipe length.
Total friction loss e x r 1 4100 =
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
1
(1) (2) (30
TOTAL HEAD feel
feet
C. Pump selection
1. A pump must be selected to deliver at least _ gpm (Step A)
with at least feet of total head (Step BY
DO KWOrU1TtOM Or A I DWOMTLD LATIAIL
a.yrw a.a »rte
tww. Herr a.r .A
TAKIA OF PFRIK)RATION D190IARM IN CPM
I teed rer4oretton a tender Onctva)
ONNG h.e
To"
Lows" aer tweev " r
a
.re r ww
0.20
wo pd .mr Pee
p
036
0.74
1 s
yMe.MM
0.90
-N tam w urr
ICK�k _
^
2s
ti6wMW" Ln.4N M
cum WWI Low
ft-%- .r L.fe-0
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tww. Herr a.r .A
TAKIA OF PFRIK)RATION D190IARM IN CPM
I teed rer4oretton a tender Onctva)
10
0.69
0.20
108
036
0.74
1 s
069
0.90
2 Ob
0 a0
l A4
2s
0419
1.17
30
0.911
121
40
1.13
1.47
so
126
IAS
.Uv 1.01001 of 1rad Oar r oWntial aymbe
bile= 2.0 ket o1 hwd for other eslabllsAwrwN
Pipe length
Point of Discharge
Elevation Dirrererrct
I
P l
F -tab
1.5 inch 2.0 inch 3.0 inch
IPn Rku. WN r. tooa'dry.
10
0.69
0.20
12
0.96
029
14
1.28
0.39
16
1.63
0.49
18
2.03
0.60
20
2.47
0.73
0.11
25
3.73
1.11
0.16
30
5.23
1.35
0.23
35
7.90
2.06
0.30
40
11.07
2.64
0.39
45
14.73
3.28
0.41
50
3.99
0.51
55
4.76
0.70
60
5.60
032
C:LICTI iCATIU14 4 UUU2 / Luys Ut :,U1 t itUL LILY
Location or Project David Carlson Co. Pleasant ViewatLak.iMinnetonka,TheReserve b
LotD��t6 , Big s and
Borings made by S -P Testing, Inc. Steve Schirmers e
5-7-92
Classifiction System: AASIIO USDA -SCS X Unified_ _; Other
Auger used (check two): (land X or Power, Flight_—, or Bucket X
Depth,
Boring number 3
Depth,
Boring number
in
in
feet
Surface elevation 943.4
feet
Surface elevation
0 -
0 -
-
'ropsoil dark brown loam
0 - 10"
1 -
Gray 10"- 1'4" brown loam
1 -
Brown clay loam
1'4" - 1'10" -MOTTLING
2 -
2 -
Rusty olive brown
clay loam
3 -
1110„- 314„
3 -
Rusty olive brown
4 -
loam
1� -
5 -
3141. - 50
-)
, -
6
7 -
7 -
End of boring at _ 5' feet.
Standing water table:
present at 4-1/2' feet of depth,
24 hours after boring.
Not present in hole _
Mottled soil:
Observed at 1'10”
-- feet of depth.
Not present in hole
Comments:
1•:nd of boring at_ feet.
Standing water table:
present at feet of depth,
hours alter boring.
Not present in hole
Mottled soil:
Observed at feet of depth.
Not present in hole
Comments:
CERT.100627
PERCOLATION TF -ST DATA SHEET
I'crcol•atttm tc,t readings made by S— P Testing, Inc. ttrt 5-8-92 Marling at 1 : 50 Lm✓t
The Reserve & Lots,14,15,16 &17 2 5-7-92
Tat hulc location I lolc nuntttr , I)atc utile was prcparril
IXpth ail hint buttont 12 inchc,, 1liantctel illIxdc (,—rnchrs
Soil dila Irma tr,l I>„Ic:
Depth. inches
0 - 8"
Stull Irsturr
Topsoil dark brown loam
8" - 12" Cray brown loam
Mcthudof %cratdimg,iJrNall Kn1_fe__—_--
Depth of gravel in bttttunt of holc 2 irx-hr,
5-7-92 2:301)m 12.
Jtalc and htwr of initial water filling , lkpth of inih.d water filling—ancl►cs ahtwc hole Ix,ttont
MednxlYfNlbmaitMain01kastl2inchaofwaterdcplhail hole loritlt:a%t4 hour,—hSltomatiC siphon
_. Alaxintunt µatcr tleplh alx»c hole Ixtlltun during Ira 6 inches
Timc
Time
interval,
minutes
--
Alra,urenknt.
mtlxs
Droll to viler
level, inches
rercolatitm
rate,
nunute, Per
inch
Remarks
1:39
prefill
6
1:50
2:05
3-1/8
4.8
15 min
2:08
2:23
« «
2:26
2:41
"
IS"
I'erculatton talc = 4.8 nunutee. per inch.
CLRT.,100627
PERCOLATION TEST DATA SHEET
a.m.
Perculatiantest readings mask by S -P Testing, INc. o„ 5-8-92 starting at 1:51 c rm.
5 i1 11 .A..,
Testhukk,cnG�",The Reserve b lots,l4,l.11rofcnun,Fc� 3 Uutch�lewasl,rcparcd 5-7-92
Depth of l,►,k botk,rn 12 inches, Diameter of hole 6 itches
Soil data Mnn test hole:
Ihpth.inches
0 - 10"
10" - 12"
Soil texture
Topsoil dark brown loam
Cray brown loam
Method of scratching sidewall Knife
Depth of gravel in buttum of Rule 2 inches
5-7-9271.39pm 12
Date and hour of initial water filling opt, of initial water filling inches above hole bottom
Method used to maintain at least 12 inches of water depth in I",k for at bast J lkmrs Automatic siphon
6
fllatintum water depth above M►k hodom during i A PI
Time
Time
interval.
minutes
Meawmment.
inches
Dn,p in wwct
level. inches
Percolation
rate.
minutes per
inch
Remarks
1:39
prefil1
6
1:51
2:06
2-13/16
5.3
15 min
:07
2:22
2-11/16
5.6
2:27
2:42
"
9-9/16
5.9
I'crculatiun rale - 5.6 n+mules per inch.
CL• RT.1100627
PERCOLATION TEST DATA SIIEET
Percolation test madings made by S–p 'resting, In— _ U" c;—A-9 7 11arting a 1 : AQ 4 p.m.
0"1 -
Test hole locationEhe Reserve 6 Lots ,14 ,15•gj -k-AlUr 1 , Dalc Iwle was preparcl, 5-7-92
Depth of hole bottori 12 inxhes. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches
0 – 12"
Method of scratching s; Iew alt K n i f e
Soil texture
Topsoil dark brown loam
Depth of gravel in bntlom or hole 2 inches
5-7-92 2:30pm 12
Date and hour of initial water filling . Depth of initial water filling inches above hole bottom
Method used to maintain at least U. inches of %%ater depth in hole riw at least 4 hrn. Au toma t ie siphon
Maximum water depth above hole bottom during WSL 6 inches
Time
Tinte
interval.
minutes
Mmumnient.
inches
Drop in water
level. inches
Percolation
rale.
minutes per
inch
Renwks
1:39
pref
1:
2:04
�5-1/16
min
2: 9
2:24
– 8
-•
2:25
2:40
4-3/8
��—
Percolation rate = ----3--- —2minces per inch.