HomeMy WebLinkAbout1993-12-19 Septic System Design ReportS -P TESTZNGP INC.
Dickey site
Lot 6, Block 1
Orono, Henn. Co., MN
I
Steven B. Schirmers — MPWA (R. No. 627
951 Katydid lane NE • St. Michael, MN 55376 • (612) 497-3566
December 19, 1993
This On -Site Sewage Treatment System is Designed for a Type 1, five
bedroom home in accordance with the Minnesota Pollution Control
Agency Chapter 70PO and local ordinances.
The soils on this site are SCS soils mapped - LrB - Lester loam.
A seasonally high water table was located at 12" to 36", (mottled
soil). Due to the seasonally high water table, a Pressurized
Mound System will nee' 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 depth of 12" have a percolation rate averaging
!� min/ inch.
,pumping chamber will need 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 out,:i.'e the manhole and
pumping chamber in a weather proof enclosure. A w A ng 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 are located greater than 100' away from the
proposed treatment area.
CONT'D
Dickey site
lot 6, Block 1
Orono
(2)
l
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 disposea 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 & chlorine agents may kill the bacteria needed
to treat septic effluent properly. Additives are not recommended,
they may cause harmful damage to your system. Recommend to pump
& clean your tanks by a certified pumper every year if you have
1 tank & every 2 years if you have 2 tanks to insure proper
maintenance.
Steven B. Schirmer���
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated 0-<0 gpd (seepages D-7 or 1-3,4,S)
or measured - gpd x 1.5 = --
B. SEPTIC TANK LIQUID VOLUlt4ES
/-);L<-)" I ,_ gallons (seepages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = 1 ,�t =cc ' inches``�f
2. Depth of percolation tests = 1 inches
3. Percolatio .ate -5�� mpi
4. Land slope 6 %
Estimalod Sewage Flows iw Gallufts par Jay
(gpd)
. wnbor
Ra to of
Abaspsiott width
p Rock (ay0
wom
Ratan Ibaft 0. t 0
Coro So"
Of
Type i
Type 11
Type III
T�pe
ncst�t
Rine Saftd'•
0.60
LM
v
2
300
225
Igo
t nat7t
3
450
300
211
WS
4
600
375
256
'at"
5
750
450
247
a'n
6
900
525
332
Tir 1.
7
1050
600
370
mw
1
1200
673
409
errs
Soyl'c Tani C.P-Ai% In a•IL..•
1.
Ikdrwm•
Cum,.y
yv�.:y
...10J.Po.1sa
a t>ap: ,w..l
2 a kw
750
1125
fr4
1010
15x0
4 s 6
IfuD
2250
7.1 in 9
xW
7000
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
r),<0 gpd ,. ' - --sq. ft. /gpd = a a sq. f t.-1 I r.
2. Select width of rocj;,wyer (10 feet or less) _ / ft.
3. Length of rock layer = Area + Width =
t,VL4 sq. ft. + 1_ ft.= re/ ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
Gam. sq. ft. xo{ ft. = 2ts� cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
21j� cu. ft. + 27 = _3,? cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
-0 cu. yd. x 1.4 ton/cu. yd. _ 3je. tons.
F. ADSORPTION WIDTH /--L-A,-4 I -o xk rl
1. Percolation rate in top 12 inches of soil is !�- q mpi
2. Select allowable soil loading rate m table on page E-;
. ti ft=
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20 gpd/ft2+ '4S gpd/ft2= _ rad .
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
X p ft ft
�--- L.et7gth
Abnrpthm Width SiatMll Table
lOwcobdonitaft
ift Mil -es_
Ittd (1V1►1J
SoU Te twe
Galbfta
par dry par
fgllaea f001
Ra to of
Abaspsiott width
p Rock (ay0
wom
Ratan Ibaft 0. t 0
Coro So"
0.1465
Sand
1.J0
IAO
0.1 aft S as
Rine Saftd'•
0.60
LM
6 * 13
Sardy Man
0.79
132
16 a 30
t nat7t
060
200
31 b 45
Sib l.oatft
0.50
2.40
161060
Clay a aftto
0.43
2.67
60 to 120
Clay
0.24
S.UU
slower daft
pay
12tH•
G. DOWNSLOPE DIKE W1D•1 r►
1. If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
.1L. ft- Y_ft= feet
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1 • o feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
x % + 100 feet
c. Add depth of clean sand depth of clean sand for tj' �• L-•- 26•• a--••
separation at upslope edge (2a) to depth of rock layer to
rock depth and the depth of cover to find the total mound W.66
height at upslope edge of rock layer;
1.0 ft + 1 ft + 1 ft = -. y feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: 3 • o x ; = lo feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
3.p +. (o_= 3 . (. feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of t.
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 3. V x S.zu = )'It 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;
/9 feet
j. Total mound width is the sum of upslope dike HOC i%Q'd '_j�`WW
width plus rock layer width plus c'.r. wnslope
dike width; s:
_ _ `ip:wavft+1Qft+ ft=M.op+=.�
k. Total mound length is the sum of upslope
dike width
lus rock layer length plus
P Y S
upslope dike width;
-
_ Jo ft + ��_ ft + feet L )'.7a:l..a•!.___
Zl
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40
5.0
60
70
30
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1
30
4.17
526
h35
733
291
3.65
475
$.66
656
741
2
319
1.35
556
5;
614
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5.36
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5.191
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441
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764
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13 73
'?.4{
712
3.M
4 73
4 70
S13
39S
S.Y
{33
1156
15.91
2.12
IM
357
4 05
449
4&9
9
4.11
X25
9.09
13 04
16.92
236
2,94
3.43
3.9U
630
4 65
10
4-19
6.67
10.0
1500
2737
211
2.116
333
175
412
11
444
7.14
:1.11
lit
1`t)
226
279
323
361
3v5
426
:2
1.69
7.49
1230
2' 4 t
..
::1
2 70
3 12
3 44
1 ±0
4 OR
A. Determine pump capacity:
Gravity Distribution
1. Minimum 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.
-2ft._ _ ft.
d. Determine the number of spaces between perforations.
Length pert. spacing r ft. + ft. = spaces
e. = spaces + 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
gM total number of perforations.
G=6 x ;j= L perforations.
g. ' x j;7.': -w - gpm.
SELECTED PUMP CAPACITY gpm
D. Determine head requirements:
1. Elevation difference between pump and point of discharge.
'� feet
2. If pumping to a pressure distribution system, add five feet for pressure
required at manifold
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 = ;) .(-. ft./100 ft of 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 =
C. x 1.25 = _'W I -feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss= x `! 1 +100 = feet
4. Total head re luired is the sum of elevation difference,
special head requirements, and total friction loss.
1. + ♦ 1
(1) (2) (36
TOTAL HEAD r ;- feet
C. Pump selection
1. A pump must be selected to deliver at least = gpm (Step A)
with at Icast �-7.- feet of total head (Step B).
END PERFORATION OF A PERFORATED LATERAL
TNra
10
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=,1.,''w"M'
TABLE OF PERFORATION DISCHARGES IN GPM
Head Perforation diameter 0nchm)
10
r/rr
y.
] be
0.56
024
1s
OA9
M90
2 -Ob
0A0
1.01
2s
ON
1.17
3A
0.96
128
4.0
1.13
1.47
SA
126
145
aUw 1.0 toot of head he residential sytlems.
bUm 2.0 feet of Mead for other asubHshtnsb
Pipe Length
Point of Discharge
1'1
Eleation Dif%rttLcePump o) '7 .
F -18b
1.5 irv-h 2.0 inch 3.0 inch
81xn Fiiaiea Ler Pw tae R of pirm
10
0.69
0.20
12
0.96
0.28
14
1.28
0.38
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
1.55
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
L-13
CERTlV1 1 Gut,t, 1 Soil Isurir._.is
Location or Project Dickey site. Lot 6, Block 1, Orono
Borings made by ;;-p vesting, Inc. Steve Schirmers Date 11-17-93
Classifiction System: AASHO USDA -SCS X Unified Other
Auger used icheck two): Hand X or Power Flight , or Bucket X
Depth, Boring number _ 1 Depth, Boring number 2
in in
feet Surface elevation 979.2 feet Surface elevation 981.0
J- ----- - - - - 0
Topsoil brown loam
0 - 1'
Dark brown loam
2 -
3 _ 1' - 3' -MOTTLED 3'
Rusty dark gray
loam
4 - 3' - 412"
Rusty olive gray
clay loam
5 -
4'2" - 5'
6 -
7 -
8 -
End of boring at 5' feet.
Standing eater table:
present at 1' feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 3' feet of depth.
Not present in hole
Comments:
Topsoil brown loam
_ 0 - 1'2"
1 Dark brown loam
1'2" - 1'8"
Dark brown clay loam
2 - 108" - 212"
Brown clay loam
2'2- - 2' 8" -R)nTM
3
Rusty gray brown
sandy loam
4 -
2'8" - 4-1/2'
Rusty olive brown loam
5 _ 4-1/2' - 5'
C3
7 -
End of boring at 5' f0et.
Standing water table:
present at 4' feet of depth,
17 hours after boring.
Not prevent in ;tole
Mottled soil:
Observed at 2'8" feet of depth.
Not present in hole
Comments:
CI:P'i'::'1 _"..;'IOf: '! UU62 / 1.�;+.: o�_
Location or Project Dickey sita_Lot 6. Block 1, Orono _
Borings made by :;-p ;PstinQ, Inc. Steve Schirmers Date 11-17-93
Classifiction Sy3tem: AASHU__; USDA -SCS X Unified Other
Auger used (check two): Hand X , or power Flight
or Bucket
Depth, Boring number 3 depth, Boring number 4
in in
feet Surface elevation 978.8 feet Surface elevation 981.3
J- -- - 0 - -
Topsoil dark brown
clay loam Topsoil very dark
1 - 0 - 1' 1 -
gray loam
Dark brown loam
2 - 2 _ 0 - 2' -MOTTLED 2'
Rusty very dark gray loam
l' - 2'8" -MOTTLED 2'8 2' 2-1/2'
Rusty olive gray clay Rusty dark gray clay loam
3 - 218" - 314" loam 3 - 2-1/2 - 312"
Rusty olive gray
4 _ Rusty olive gray 4 - clay loam
loam
5 _ 314" 5' 5 - 3120 5'
6 -
7 -
8 -
End of boring at 5' feet.
Standing water table:
present at 2'5" feet of depth,
17 hours after boring.
.ot present in hole
Mottled so':1:
Observed at 2'8"
feet of depth.
Not present in hole
Comments:
6 -
7 -
8 -
End of boring at 5' feet.
Standing water table:
present at 107" feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 29 feet of depth.
Not present in hole
Comments:
ta,t_; or `;oil Lur i nYs
Location or project Dickey Site, Lot 6, Block 1, Orono
Borings
made by --p sestina,
Inc. Steve Schirmers Date 11-17-93,
Classifiction System: AASHO
USDA -SCS X
Unified Other
Auger used (check two): (land
X or power
Flight or Bucket X
Depth,
Boring number
5
Depth,
Boring number 6
in
in
feet
Surface elevation
982.9
feet
Surface elevation 980.8
0
Topsoil dark brown
loam
Topsoil dark brown clay
0 - 10"
0 - 1' -MOTTLED 1' loam
1 -
Brown clay loam
1 -
Rusty olive brown clay loam
l' - 1-1/2'
10" - 1'8" -MOTTLED
1'8
Rusty olive brown
2 -
2 -
sandy loam
Rusty olive gray
1-1/2' - 2'8"
clay loam
3 - 3 -
4 -
5 -
6 -
7 -
8 -
1'8" - 3'10"
Rusty olive gray
loam
End of boring at 5' feet.
Standing water tacle:
present at 2'7" feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 11811 °,et of depth.
Not present in hole _
Comments:
4 -
5 -
6 -
7 -
8 -
Rusty olive gray
loam
2'8"- 5'
End of boring at 5' feet.
Standing water table:
present at 3-1/2' feet of death,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 1feet of depth.
Not present in hole
Comments:
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation teat readings made b% S—P Testing, Inc. „ t, 11-18-93 in� ,t 8:41 p I„
Test hole location LOt6 , B1 k . 1 ,Dickey site }tole number 2 Date hole �kas prepared 11-17-93
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches Soil tcuure
0 — 12" Topsoil brown loam
Method of scratching sidewall Kni f a
Depth of gravel in bottom of hole 2 inches
11-17-93 3.3�m 12
Date and hour of initial water filling . Depth o It, Nater (filling inches above hole bottom
Method used to maintain at least I: inches of water depth in hole for at least 4 hours Automatic siphon
6
Maximum mater depth above hole 1' atom durinc test inches
ime
Time
interval.
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
8:25
pref ill
6
8:41
8:56
3-5/16
4.5
15 min
9:32
9:47
3-3/16
4.7
"
10:02
10:17
3-1/8
4.8
I "
I
i
Percolation rate = 4.7 minutes per inch.
CERT.##00627
PERCOLATION TEST DATA SHEET
S -P Testing, Inc. 11-18-93 8:43 '
Percolation to<t readings made by _un _starting aI p Ill.
Lot6,B1k.1,Dickey site 4 "'�'' 11-17-93
Test hole location , }Hole number Date hole was prepared
Depth of hole boaorn 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches
Soil texture
0 — 12" Topsoil very dark gray loam
Method of scratching sidewall Knife
Depth of gra%cl in bottom of hole 2 inches
11-17-93 3:30pm 12
Date and hour of initial water filling . Depth of initial water filling inches above hole bottom
Method uses, ,o maintain at least 12 inches of water depth in hole for at least 4 hours Automat ie s iphon
6
Maximum water depth above hole bottom during tesL—inches
ime
Time
interval.
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
8.25
prefill
6
8:43
9:13
3-3/4
4.0
30 min
9:30
10:00
3-5/8
4.1
"
10:04
10:34
3-5/8
4.1
i
I
{
l
Percolation rate = 4 . 1 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
a.m
Pcrofl.iuontcstrcadtn_ntadehI, S—P Testing, Inc. 011 —11-18-93 ,ianim_.,t 8:42 (_a. m,
Test hole location Lot6,Blk.1,Dickey site Holenumher 3 W Date hole %%.I,prepared 11-17-93
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches
Method of scrat,hing sidewa
Soil texture
.. ... - - 11111MIM
Depth of gravel in bottom of hole-----2—inches
11-17-93 3: 12
12
Date aW hour of initial "iter filling . Dept o tmnal "ater fil line inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole ft -rat least 4 hours Automatic siphon
6
Maximum �%ater depth above hole bottom during test inches
imc
Time
interval.
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
N
4-7
IS Min
9//:31
9.46
N N
10:03 ilowlsI
N
i
N N
t i
l
1
Percolation rate = 4.8 nunute• per inch
CERT.#00627
PERCOLATION TEST DATA SHEET ' • "
S -P " " ' i ng, Inc. 11-18-93 8:44 ` a.m.
Percolauun test ;eading� made h%__ on slartin_ at p.m.
Lot6,Blk.1,-. to 5 11-17-93
Test hole Il1eJIIQn . Hole nun.her .Date hole aas prepared
Depth of hub: hottonn inches. Diameter of hole inches
Soil data from test hole:
Depth. inches
0 — 10"
10" — 12"
Slsthod of scratching sidewall_—Y,
Soil texture
Topsoil dark brown loam
Brown clay loam
Depth of gravel in bottom of hole 2 inches
11-17-93 3:30pm 12
Date and hour of initial water filling . Depth or initial \% iter 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
6
Maximum a iter depth above hole bottom during test inches
ime
1
Time
interval.
minutes
Measurement.
I inches
Drop in water
I escl.inches
Percc,lation
rate.
minutes per
inch
Remarks
8:25 prefill 6
8:44 8:59
3-1 8
1 4.89:
29 9.44 IN
10.05 10: 20
I I
Percolation rate = 4.8 minutes per inch.
CERT.R006z7
PERCOLATION TEST DATA SHEET
Percolation test readines made b%- S—P Testing, Inc.
Lot6,B1k.1,Dickey site
Test hole location Hole number—
Depth of hole bottom 12 inches. Diameter of hole 6
Soil data from test hole:
Depth. inches
• .4
11-18-93 8:45a.m.
stanin_ ar `p.rn—
6' 11-17-93
_.. Date hole %%as prepared
inches
Soil texture
0 — 12" Topsoil dark brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
11-17-93 3:30pm 12
Date and hour of initial water filling . Depth of ir••'.al water filling _inches above hole bottom
Method ust:1 to maintain at least 12 inches of water depth ir, f • for at least 4 hours Automatic siphon
N14 .. gum water depth above hole bottom during test 6 inches
.'ime
Time
interval.
minutes
Measurement,
inches
Drop in water
level. inches
Percolation
rate.
minutes per
it h
Remarks
8:25
prefill
6
8:45
9:15
4-1/16
7.4
30 min
9.28
9.58
n"
10.06
10:36
"
Percolation rate -- 7.4 minutes per inch.