HomeMy WebLinkAbout1995-05-11 Septic System Design Report RevS-P VESTING,
—716 6,-,otio_ Rn
INC. Steven B. Schirmers — MPCA Cert. No. 627
Kyle Hunt & Partners
Daniels & Burns Residence
Lot 2, Block 1
Foxwood 2nd Addition
Orono, Henn. Co., MN
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497.3566
REVISED 5-11-95
October 23, 1994 �_ k
This On -Site Sewage Treatment System is Designed for a Type 1, three
bedroom home Designed in accordance with the Minnesota Pollution
Control Agency Chapter 7080 and local ordinances.
The soils on this site are a loam to clay loam. A seasonally
high water table was located at 14" to 30", (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 depth of 12" have a percolation rate averaging
4.3 min/inch.
The future expansion is on slopes greater than 6% & will need
approval by The City Official.
A 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 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 are located greater than 100' away from the
proposed treatment area.
CONT'D
In
Lot2,Blk.1,
Foxwood 2nd add.
(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 into the septic tanks. Garbage
disposals are not recommended. Excessive amounts of soaps, cleaning
agents & chlorine agents may kill the bacteria needed to treat
septic effluent. Additives are not recommended. Recommend to pump
& clean your tank through the manhole by a certified pumper every
year if you have 1 tank and every 2 years if you have two tanks.
teven B. Schirmers
SAS/ds
S 89'18'15' E 8 486.20
,0 CONCRETE
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BENCHMARK: TOP OF IRON PIPE
ASSUMED ELEVATION-100.00 fT.
oxwood 2nd Addition, Hennepin County. Minnesota.
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Euitnred Sewage Flow in Gatbne per Day (WO
Nii°efOf
00M
Tne )
Type 11
rya nt
7ja 1v
Estimated 4�t) gpd
or measured x 1.5 = -- gpd.
2
3
s
6
7
g 1
300
450
7w
90D
1050
20D
225
3W
375
525
600
675
24
332
370
4011
yet►
'r
•+
B. SEPTIC TANK LIQUID VOLUMES
2 --1 o U o gallons
C. SOILS (refer to site evaluation) i H -r 0 lo"
1. Depth to restricting layer = I �` inches
Nvomber
BC&CO
K.
zr
C.N."
�--
a
2. Depth of percolation tests = h inches1123
23w4
sw6
7 ar l
1 wr 9
L750 owi'.W
lsoo
2.000
See rig. C 4
2"
3.000
(e 13)
3. Percolation rate ' . ? mpi .,
4. Land slope3 % �"T � - �^ �D
o ; o .
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
�t �_ gpd x 0.83 sq. ft./gpd sq. ft.-t io',- : WO
o ►,
2. Select width of rock layer (10 feet or less) _ ft.
3. Length of rock layer = area -+. width = Rock Bed
4) 0 sq. ft. Zo ft. = 1-41_ ft. .3 ,f
�� i•, idth 510 ft.
E. ROCK VOLUME I•-- Lenskh ------
I. Multiply rock area by rock depth to get cubic feet of rock;
y]Q sq. ft. x L-.;< ft. = YZQ- cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
LIW cu. ft. i 27 = _Lj,,_ cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
. I �, cu. yd. x 1.4 ton/cu. yd. = _a;j_ tons.
F. ADSORPTION WIDTH L ; • -t -10 '-c a �-t
1. Percolation rate in top 12 inches of soil is '+ mpi
2. Select allowable soil loading rate from table;
. -:C gpd/ft2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20 gpd/fe+ . �< gpd/ft' = .,)
4. Multiply adsorption width ratio by rock layer %vidth to get
required adsorption width;
ft
Width TAte
racataemRaw
µ,,,,,��„ h
Soil Texture
caw
r�T
so* at
."a'
ttn/il
t�
r..^ ►�.w
Faster than 0.1
Coarse Sand
110
1.00
0.1 to 5
Sand
1.20
1.00
0.1105
Fine Sand-
0.60
2.00
6 to 15
Sandy Loam
0.79
132
16 to 30
Loam
0.60
2.00
31 to 45
Silt Loam
0.50
2.40
46 to 60
Clay Loam
0.45
2.67
61 t0120
Clay
014
5.00
Slower than 120
Clav
--
-
"sad haw" 30a at roan d f" or Very F" e
Q.- DOWNSLOPE DIKE WIDTH
1. If landsldpe is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
ft - ' ft = !g feet
2. Calculate Minimum mound size based on geometery:
a. Determine depth of dean sand fill at upslope edge of rock
layer: Separation -. feet
b. Multiply roc:, layer width by landslope
to determine drop in elevation;
Slope Difference Se0.ratios
x % 100 = . 3 feet UDS1000 W141N
c. Add depth of dean sand for separation (2a) -ID- reI �
at upslope edge, depth of rock layer 0 foot) to deptli bf
cover 0 foot) to find the mound height at the upslope edge
of rock layer;
i. <" ft + Ift + lft = feet 4, S 501l1 µ-
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 'I. S'1
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: x ?_.� = 13 feet µo .
f. Add depth of clean sand for slope difference (2b) at
downslope edge, to the mound height at the upslope edge
of rock layer (20 to find the downslope height;
;I -t10r
y 14
i 10*11 Cove\
_ I rest R
fool
I•s .
SI.O. Olfforehco !_ 'dot
3 '\
Rock Bee width
._19 (Itt Downswe wdlr
T� �•rl !�o
-� y3.91 =��1
3. ft+ ,Z ft= 3.1;4 feet L-i.,g sol✓'Cµ Li•i� *�-4-S4 = DLa
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of 4 - Stl
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: U.StI x Z = 17 feet
L Compare the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width;
f
eet P- Or
j. Total mound width is the sum of ' `-`"N JLl rest
upslope dike (G.2e) width plus rock c �tsss ad Wiitd
layer width (D.2) plus a uel�ee. wlsu
lost
downslope dike width(G.2i);
r', ft + i o ft + i -, ft = Lio feet
k. Total mound length is the sum of Dowh•Isse Width
-- lest
upslope dike width (G.2e) plus rock layer
length (D.3) plus upslope dike width (G.2e);
1(,_ ft + �_ ft + 1� ft = Do (--et go
ear fi y 1 - 40
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610
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211
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271
121
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7 7t
173
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340
31D 40
' lvl' a �1 • t • a� l:
IL Determine pump capacity
Gravity Distribution
1. Minim•tm 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 Distibution
3. a. Select number of perforated laterals
b. Select perforation spacing = Z feet
C. Subtract 2 ft from the rock layer length.
„ h - 2 ft. =3'� feet.
d. Determine the number of spaces between perforations.
Length perf. spacing = 7,-_t ft. + -� ft. spaces
e. -1-L spaces + 1 = J!d_ perforations/lateral
f. Multiply perforations per lateral by number of laterals to .
get total number of perforations. x --- � _4 Z perforations.
g• -�naa^ x a,- - `F,,,., = �3 L BPm.
SELECTED PUMP CAPACM 31- gpm
B. Determine head requirements:
1. Elevation difference between pump and point of discharge.
V feet
2. If pumping to a pressure distribution system, five feet for pressure
required at manifold if gravity system, zero.
feet
3. Frictior.loss
a. Enter friction loss t.sble with gpm and pipe diameter.
Read friction loss in feet per 100 feet from table.
F.L. _ ;) .:, u ft./lo0 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 -1.75 times pipe length =
4<' x1.25= cr. feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalep, pipe length.
Total friction loss = �ix ., ,�I +loo = �_ feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
ll) (2) (30
TOTAL BEAD IS, feet
C. Pump selection
1. A pump must be selected to deliver at least
gpm (Step A) with at least ► S feet of total head (Step B).
F-17
END t'EAFORartor. Or a MWOR1t ED LArEMAL
• •
tte./ . - StM Lqw d G..wn.. h'.� 1. ti•
ra•r..•� a«r. M.w...Yb
ft
Ir• SN t•A Mir � l.�.n
Required Perforation DiscfmMe -
in pU- per ndrntte (Epm
DisctuuEe
Head 1, w t�
(feet)
1.Oa 0.56 0.74
2.0b 0.80 1.04
a. Use for single family homes
b. Use for all other applications
Pipe Length
Point of Disch:
to
��Flcvadon Difference
lj:)3!
F•18b
1.5 inch 2.0 inch 3.0 inch
6Pm FrKLMM Iw ps too A Of hVa
10
0.69
0.20
12
0.%
0.28
14
1.28
0.38
16
1.63
0.48
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
1.64
0.39
45
14.73
3.28
0.48
50
1"
0.58
55
4.76
0.70
60
5.60
0.82
1
- ME40 SERIES
4/ 10 HP EAuent
and Drain Writer Amps
POW & RAW Cow PM
Qjl dtcorn . watemgm Replaces switch at ernbty
nitf W are tntomhanpe• ter monual operation
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F E AAyeIS. A Penlea Company
1Ip1 era Parkway
nstlanQ. 01.0 4- 05 11923
419/289• 1144
FAX 419/289-6658 TLX 99.7//3
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