HomeMy WebLinkAbout1993-12-18 Septic System Design ReportS -P TESTING, INC. Steven B. Schirmers — MPCA C,N.,No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
December 18, 19113
Dickey site
Lot 3, Block 1
Orono, Henn. Co., WN
This On -Site Sewag:: Traatment System is Designed for a Type 1, five
bedroom home in accordance with the Minnesota Pollution Control
Agency Chapter 7050 and local ordinances.
The soils on this site are SCS soils mapped - LrB - Lester loam
bordered by Ha - Hamel loam. A seasonally high water table was
located at 12" to 22", (mottled soil). Due to the seasonally high
water table, a Pressurized Mound System will need to be installed.
The bottom of the rock bed must be located at least 3' above the
seasonally high water table.
The soils at a deptn of 12" have a percolation rate averaging
5.3 min/inch.
A pumping chamber will noed to be installed to lift the effluent
to the treatment area.
The manifold and supply line pipe must have back drainage to the pumping
chamber. The distribution pipes shall have their ends capped. Be sure
the rock and sand fill material are clean. The sod layer below the
entire mounded area must be turned over, just break up the sod, be sure
not to over work.
The power supply and switches must be located outside the manhole and
pumping chamber in a weather proof enclosure. A warning device must
be installed with a light and sound device, this is in case of a pump
failure. Mercury floats are a good method.
All neighboring wells re located greater than 100' away from the
proposed treatment area.
CONT'D
Dickey site
lot 3, Block 1
Orono
(2)
Keep all heavy equipment off of the proposed treatment area before and
after construction. The treatment area should be marked off before
construction. This Design is not valid & the System will need to
be relocated if failure to protect the areas proposed for On -Site
Sewage Treatment occurs.
With proper installation and maintenance, this system should have no
problem in treating septic effluent effectively.
Nothing other than gray water, (laundry, showers, etc.) human
waste & toilet tissue should be disposed of into the septic tanks.
Garbage disposals are not recommended. Smaller amounts of laundry
soaps, dish soaps, cleaning agents, etc. are better for the system.
Antibacterial soaps & chlorinc. ---nts may kill the bacteria needed
to treat septic effluent properly. AU,,-_--; are not recommended,
they may cause harmful damage to your system. n__.,_-m-nd to pump
& clean your tanks by a certified pumper every year if you
1 tank & every 2 years if you have 2 tanks to insure proper
maintenance.
Steven B. charmers OS
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated d gpd (see pages D-7 or I-3, 4, 5)
or measured - gpd x 1.5 = -
B. SEPTIC TANK LIQUID VOLUMES
�A t -/aoo gallons (seepages C-3 or C-5)
C. SOILS (refer to site evaluation)
I. Depth to restricting layer
2. Depth of percolation tests = inches
3. Percolation rate S .3 mpi
4. Land slope 2 %
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
")_N gpd x 0.83 sq. ft./gpd = ' sq. ft. --
2.
t. 2. Select width of rock layer (10 feet or less) = i ft
3. Length of rock layer = Area + Width =
�_ sq. ft. + 10 ft. =� ft.
Gslim&" Sewage (3pws in Galluns pa dry
6p d)
\umber
Rua of
Abaorprion widen
so Rock Layer
WkItk
Faster that 0.1 •
Coni Sand
--
of
T�pc I
Type 11
TSpc III
Type
Iledrn•ms
Fine SwA ••
0.60
2.n0
IV
2
300
225
150
[ wm
3
450
300
218
9'+
4
600
375
256
2.67
167
5
750
450
294
`•
6
9W
525
332
TU. 1.
7
1050
600
370
m
1200
675
409
.d ..
2a1..
750_-
1123
3aalUu
190
4.6
ISTD
223(1
7.6 a 9
20W
3LLU
.,vy
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
G 5L4 sq. ft. x ). o r ft. = ')) -?cu. ft.
2. Divide cu. ft. by 27 cu. ft. /cu. yd. to get cubic yards;
cu. ft. + 27 = D �)_ cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
2a cu. yd. x 1.4 ton/ cu. yd. = 35 tons.
F. ADSORPTION WIDTH L,_ _At -LON M
1. Percolation rate in top 12 inches of soil is _� mpi
2. Select allowable soil loading rate from table on page E-:
'i4-<, gpd/f t2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/fe by allowable soil loading rate;
1.20gpd/ft2+gpd /ft2= a.LI)
Check this valae on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
P.tJ-' x ) 0 ft = D,;r,.? ft
Rock Bed
J•I•!•I•J•J•J•J•J•J•J•J•J•J•J
1rf1,flr� ��♦�ti�l�hftif,,f�ftfti of dth S10ft.
!•!•!•I •!•!•!•!•!•!•!•J•!•I •!
J•J•. •J•J•!•J•/•JrJ•J•J•yJ•J
�- Length
Absorpilon Wldth SI:In=7bble
14rcolatlon Ras
in Minules {w
Inch IMF
Soil Teuum
Gallons
pa day per
square foa
Rua of
Abaorprion widen
so Rock Layer
WkItk
Faster that 0.1 •
Coni Sand
--
----
MI u SSand
1.20
1.00
0.1 to S ••
Fine SwA ••
0.60
2.n0
6 to 15
Smody Liam
0.79
1.52
1610 30
[ wm
0.60
2.110
311045
SiMLoam
M.
2.40
On LO&UL
-q!-q!D
2.67
167
�i-10 12(1
Clay
!D
Slowcr than
Clay
-•-
1211•
G. D(.,'.'%...,-1. 1. L:IKL 1'►'iLT11
1. If landslope is 2.9 percent or less, basal width includes both the
upslope and downslope dike widths,
2.
Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation z , o feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
/ x _Z%+100=, -L- feet
c. Add depth of clean sand depth of clean sand for
separation at upslope edge (2a) to depth of rock layer to
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
x.o ft + 1 ft + 1 ft = 1-i.0 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of 3 .'7
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: 4.L) x 3.9 = i_ feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height H . _, + . i = Li . z feet
g. Enter table on page E-18 with landslope and downslope
dike ratio. Select dike multiplier of !4 •3 5r
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 4. t x Lt -s 5r = i / feet
i. Mininmum mound width is the sum of upslope dike
width plus rock layer width plus downslope dike width;
_L�' f.'+ )0 41 feet
j. Subtract the Minimum width G.i from the Absorption
width F.4 to find the Additional Downslope required for
Absorption
an ft - Lr� ft = -i L feet "'"
k. Add the Additional Downslope required for Absorptio.
to the downslope dike width and recalulate the Total
Mound Width which. is is the sum of upslope dike
width plus rock layer width plus '-,wnslope dike width
ft+lift+/ cd it = lam- -,feet
1. Total mound length is the sum of upslope dike width
plus rock layer leng-h plus upslope dike width;
ft +. ft + ft = 'Pid feet
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al
7:1
3:1
4:1
o}%:
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9:1
s MOPP
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l0
S.0
a0
7.0
3.0
4.0
SO
60
7.0
6A
1
lop
4.17
SM
6311
7;1
291
475
516
64
7.41
3.19 _ _
COSH
10-
V'.LLi,-�
�
i 36
6 14
600
.Y1
{sl
3M
71_
7,.-
3.57
i r.
3\
615
4
3.41
416
n ;_i
7.6.
2 #a
3.45
41-1
i 64
5.46
606
S
3S3
5.00
a67
6.57
IUir
261
3.33
4fo
462
5.19
5.71
6
366
5.26
7.14
036
12.07
2.S4
3.23
]6S
441
4-93
SAI
3110
S 36
7.69
10.34
13.73
246
312
370
4.2)
4.70
S.13
1
3.9s
S.61
6.33
ItS4
15.91
242
1.10
357
416
449
4M
9
4.11
625
9.09
13 fM
16 92
236
2.04
3.45
390
4.30
465
10
429
667
I OA
15110
2131
231
2 66
3.11
37-1
4 12
444
11
4"
7.14
11.11
171;
3n 41
226
2.76
1 -1
3.61
3.9S
416
12
4b9
TO
1230
2143
4175
2.21
270
3.12
3A9
VW
4.0
A. Determine pump capacity.
Gravity D' rution
1. Mai... •im suggested is 600 gallons 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 = ft.
c. Subtract 2 ft. from the rock layer length.
mk;;r •2ft. = _ft.
d. Determine the number of spaces between perforations.
Length perf. spacing - _jam ft. + ' ft.= :,' L- spaces
e. 2.z spaces + I= --D -3_ perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations. 7
t�D x �a= �_ perforations. I.,
g . x�' gpm.
SELECTED PUMP CAPACITY 3-/ gpm
B. Determine head requirements -
1. Elevation difference between pump and point of discharge.
/6) feet
2. If pumping to a pressure distribution system, add five feet for pressure
required at manifold
S feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
Read friction loss in feet per 100 feet from table.
F.L. a '2.G ft./100 ft of pipe
b. Determine total pipe length from pump to discharge
point. Add 25 percent to pipe length for fitting
ioss, or use a fitting loss chart. Equivalent pipe
length -1.25 times pipe length =
/ _<0 x 1.25 = I qd ' feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss = D • 1. x / ;d rs +100 = _i_ feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
/0 +_$- +�;_
(1) (2) (30
TOTAL HEAD -L O feet
C. Pump selection
1. A pump must be selected to deliver at least 5 gpm (Step A)
with at least 2Q feet of total head (Step B).
END PERFORATION OF A PERFORATED LATERAL
o.lpw sw w.,.,t sr�il{d
MIw ►I«M a.d ryor
TABLE OF PERMRATION DISCHARGES IN GPM
Head Perforation diameter (inches)
Grw Low
To1roY
I/,
b •_• Ufw of Geowo*@ FYrk Ix Iur-
Lo y�r Sendra in�ci` -; or owl t .d
036
: _
root.POW
r�
-hrofrw f1rY M� 1W l,anie�ir
0.90
la
YM D FMW Tor
F1 o
Al LOW 12' to Ups
o wl
of YrA Law
1.17
3.0
. CMM as&s Ler.
Ml� w Lewd
o.lpw sw w.,.,t sr�il{d
MIw ►I«M a.d ryor
TABLE OF PERMRATION DISCHARGES IN GPM
Head Perforation diameter (inches)
10
ria
I/,
l.Qa
036
0.74
1.5
OA9
0.90
2.Ob
0.80
1.O6
2.5
0.89
1.17
3.0
0.98
1.28
4.0
1.13
1.47
SA
126
1AS
&Use 1.0 foot of head for residential systems.
bUse 2-0 fest of hwd for other estaW Wheats
Pipe Length
Point of Discharge
Elevation Difference
Pum P `>
F -18b
1.5 inch 2.0 inch 3.0 inch
gPm FriNon km par 1001t of pipe
10
0.69
0.20
12
0.96
0.28
14
1.28
0.38
16
1.63
0.48
18
2.03
0.0
20
2.47
0.73
0.11
25
3.73
1.11
0.16
30
5.23
1.55
0.23
35
7.90
2.06
0.30
40
11.07
2.64
0.39
45
14.73
3.28
0.48
50
3.99
0.58
55
4.76
0.70
60
5.60
0.82
Location or Project Dickey site Lot3,Blk. 1, Orono
Borings made by S -P .estinq, Inc.. Steve Schirmers Date 11-4-93
Classifiction System: AASHO USDA -SCS X Unified Other
Auger used (check two): hand X or Power Flight , or Bucket X
Depth, Boring number Depth, Boring number 2
in in
feet Surface elevation 983.7 feet Surface elevation 983.2
0 - -- -- --- — 0 - -
Topsoil dark brown Topsoil dark brown loam
loam 0 - 10"
1 _ 0 - 1' -MOTTLED 1' 1 - 1'Gra own
Dark 0 " gray loam M TTLED 10" - 112" poi
1 - 1 4
Rusty gray clay
2 - loam
1'4" - 2-1/2'
3 - I Rusty gray loam
4 - 2-1/2' - 4'2"
Rusty gray brown loam
4'2" - 5'
5 -
6 -
Z
End of boring at 5' feet.
Standing eater tele:
present at 3110" feet of depth,
19 hours after borinq.
::ot present in hole
Mottled soil:
Observed at 1f
feet of depth.
Not present in hole
Comments:
2 _ Rusty gray brown
clay loam
112" - 2110"
3 1 Rusty gray loam
2'10" - 3'10"
4 Rusty olive gray
loam
3'10" - 5'
5 -
6 -
7 -
8 -
End of boring at 5' feet.
Standing water table:
present at 3930 feet of depth,
19 hours after boring.
N.)t prey :r.t in hole
Mottled soil:
Observed at 1t feet of depth.
Not present in hole
Comments:
Location or Project_Dickey site, Lot3, Block 1, Orono
Borings made by -P ;•-•sting, Inc. Steve Schirmers _ Date 11-4-93
Classifiction System: AASIIO USDA -SCS X Unified Other
Auger used (check: two): Hand X or Power Flight or Bucket X
Depth, Boring number _ 3 Depth, Boring number_ 4
:n in
feet Surface elevation 983.3 feet Surface elevation 985.0
0 - -- -- 0
Topsoil dark brown Topsoil dark brown
1 - 0 lolm101, loam
-MOTTLED 1' 1 - 0 - la
Brown clay loam
Rusty olive gray 10" - 1'4" -MOTTLED 1'4
clay loam Rusty 1'4" - 1'10" 8I1VelgM
2 - 1' - 2'2" 2 -
3 - Rusty olive gray 3 - Rusty olive gray
loam loam
4 - 4 -
5 _ 212" - 5' 5 _ 1110" - 5'
6 -
7 -
G=
End of boring at 51 feet.
Standing water t jol•,:
present at 31 feet of depth,
19 hours after boring.
Not present in t:ole
Mottled soil:
Observed at 1t
feet of :lc�pth.
Not present in hole
Commencs:
I:=
7 -
End of boring at So feet.
Standing water table:
present at 4-1/2, feet of depth,
19 hours after boring.
Nut present in hole
Mottled soil:
Observed at 1'4" feet of depth.
Not presenr :n hole _
Coriments:
L-1 3
CE11TIVICATION 4 UUt,2i
Location or Project Dickey site, lot 3, Block 1, Orono
Borings made by :;-P ;-sting, Inc. Ste,.-Schirmers Date 11-4-93
Classifiction Sy3tem; AASNU USDA -SCS X Unified Other_
Auger used (check two) : 11anci_ X or ncwer Flight , or Bucket X
Depth, Boring number _ 5 Depth, Boring number 6
in in
feet Surface elevation 986.0 feet Surface elevation 985.1
0 - -- - --- - - 0
Topsoil dark brown loam
0 - 1' -MOTTLED 1'
1 Brown clay loam 1 1140- MOTTLED
1' - 1110" -MOTTLED 1' SAME AS BORING #4
2 - Rusty olive brown clay loam 2 -
1'10" - 2-1/2'
3 -
Rusty olive brown
loam
4 -
2-1/2' - 5'
6 -
7 -
8 -
End of boring at 5' feet.
Standing water table:
present at 4-1/2' feet of depth,
19 hours after boring.
Not present in hole
Mottled soil:
Observed at 1'10"
feet of depth.
Not present in hole
Comments:
M
4 -
5 -
6 -
7 -
8 -
End of boring at .5' feet.
Standing water table:
present at 4'8" feet of depth,
19 hours after boring.
Not present in hole
Mottled soil:
Observed at 104" feet of depth.
Not present in hole
Comments:
CERT.=00627
PERCOLATION TEST DATA SHEET
Percolation te,treadingsmade h. S—P Testing, Inc. 11-5-93 11:04--a`nt' `I
on starting at p. n,.
Lot3,BIk.1,Dickey site 1 11-4-93
Test hole location . Hole number . Date hole %%as prepared
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches Soil texture
0 — 12" Topsoil dark brown loam
Method of scratching sidewall Knif e
Depth of gravel in bottom of hole 2 inches
11-4-93 4:00pm 12
Date and hour of initial water filling . 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 Automatic siphon
. Maximum nater depth above hole bottom during test 6 inches
; ime
Time
interval.
minutes
I
Measurement.
I inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
10.45
prefill
6
11:04
'.1:19
3-1/4
4.6
1 15 min
11:51
12.06
IN "
Percolation rate = 4.6 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readin_•s made by S—P Testing, Inc._0 11-4-93 11 : 05 t
n
Testhulelocatian Lot3,Blk.' .Dickey site 2 11-3-93
Hole number Date hole %%as prepare(L -
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches Soil texture
0 - 10"
10" - 12"
Topsoil dark brown loam
Gray brown loam
Method of scratching side%%all Knife
2
Depth of gravel in t,.,ttom of hole inches
11-3-93 4:00pm 12
Date and hour of initial water filling . Depth oT 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 Automatic siphon
. Maximum water depth above hole bottom during test 6 incFes
imc
Time
;ten al,
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
6
"
4-3/8
6.8
30 min
"
4-1/8
7.3
"
1;1!1;6
4
7.5
"
i
i
Percolation rate = 7.3 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
S -P Testing, Inc. 11-5-93 11:06
Percol.ition te,t readine, made h,— --on P m.
Test hole location Lot 3 , B 1 k .1, Dickey site Hole numher 3 Date hole "a, prepare,t-11-4-93
Depth of hole bottom 12 inchc>. Diameter of hole 6 inches
Soil data from test hole
Depth. inches Soil texture
0 — 12" Topsoil dark brown loam
Method of scratching sidewall KNi f e
Depth of gravel in bottom of hole 2 inches
11-4-93 4:00pm 12
Date and hour of initial water filling . 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 Automatic s iphon
.Maximum water depth above hole bottom during test 6 inches
gime
Time
interval. Measurement. Drop in u ater
minutes inches I level. inches
Percolation
rate,
minutes per
inch
Remarks
10:45
pre f111
6
11:06 1
11:21
5-1/8
2.9
15 min
11:49
12:04 5
3.0
12:08
12:23
4-7/8
3.1
I
I �
�
Percolation rate = 3 • 0 _minutes pet inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc. 11-5-93 11:07 m �
on stanin�at L_ p. m.
Lot3,B1k.1,Dickey site 4''''"' 11-4-93
Test hole location . Hole number Date hole wasPP� re tred
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 — 10"
10" - 12"
Method of scratching sidew•all Knife
Topsoil dark brown loam
Brown clay loam
Depth of gravel in bottom of hole 2 _inches
11-4-93 4:OOpm 12
Date arvd hour of initial water filling . 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 Automatic siphon
. Maximum w6ater depth above hole bottom during test inches
,\ime
Time
interval.
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
10:45
prefill
6
11:07
11:22
4-1/2
3.3
15 min
11:48
12:03
4-1/4
3.5
"
12:09
12:24
4-3/16
3.6
"
I�
Percolation rate = 3.5 minutes per inch.
CERT.n00627
PERCOLATION TEST DATA SHEET
Percolation testreadincsmadeb� S—P Testing, Inc. 11-5-93 11:09
Oil starting at p.m.
Lot3,B1k.1,Dickey site 6 11-4-93
Test hole location , Hole numbcr . Date hole was prepare{
Depth of hole bottom, 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 - 10"
10" - 12"
Method of scratching sidewall
Topsoil dark brown loam
Brown clay loam
Depth of gravel in bottom of hole 2 inches
11-4-93 4:00pm 12
Date and hour of initial water filling , 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 Automatic siphon
, Maximum water depth above hole bottom during test 6 inches
ime
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
10.45
prefill
6
11 :09
11:39
5-1/4
5.7
30 min
11 :46
12:16
4-7/8
6.2
"
12:30
1.00
4-3/4
6.3
"
_
1
Percolation rate = 6 • 1 minutes per inch.
CER -.500627
PERCOLATION TEST DATA SIIEE'T
S -P Testing, INc. 11-5-93 11:08
Percol.::!��n test reac.in��s made h%_ �m Martin � ;tt p.m.
Lot3,B1k.1,Dickey site 5 11-4-93
Test hide location _ —. Hole nantber Date hole %k as prepared
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches
Sail texture
0 — 12" Topsoil dark brown loam
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches
11-4-93 4.00pm 12
Date and hour of initial water filling ,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 Autotnatie siphon
. Maximum water depth above hole bottom during test 6 inches
ime
Time
interval.
minutes
Measurement,
inches
Drop in water
level. inches
Percolation
rate,
minutes per
inch
Remarks
"
—
in_
11!47
12.-17n
_
n n
12.-29
12 5 9n
I
" "
Percolation rate = 7.1 minutes per inch.