HomeMy WebLinkAbout1994-07-18 Septic System Design Reportr
S-P TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
MAkk k,,jAam 4o m i
1485 Fox Street
Orono, Henn. Co., MN
REVISED September 8, 1994
July 18, 1994
This On. -Site Sewaq._2 Treatment System is Designed for a Type 1, four
bedroom home Designed in accordance with the Minnesota Pollution
Control Agency Chapter 7080 and local ordinances.
This site has an existing Non -Conforming System due to a seasonally
high water table less tahn 3' from the bottom of the system. The
existing tank(s) art, old and will need to be abandoned, pumped &
filled with soil.
The soils on this site are SCS soils mapped - HbC - Hayden loam.
A seasonally high water table was located at 14" & 20", (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
11.7 min/inch.
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 away from the
proposed treatment area.
CONT'D •__
t
�ZZ�o.
1485 Fox Street
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 aystem 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, •leaning 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. Schirmers
SBS/ Js
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated ( G u gpd
or measured -- x 1.5 = - gpd.
B. SEPTIC TANK LIQUID VOLUMES
_ j o gallons
C. SOILS (refer to site eva;uation) u SC.
1. Depth to restricting layer = t q -� o = 2 i aches
2. Depth of percolation tests = I '' inches
3. Percolation rate I I . '7 mpi
4. Land slope - J %
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
IV Do gpd x 0.83 sq. ft. /gpd = 'j� sq. ft.
2. Select width of rock layer (10 feet or less) _ L U ft.
E.
Eawased SINK flow in Gallons per My QPQ
Number
of
Type I
Type 11
Type tit
Typo IV
kaoonn
2
300
225
is
4os
3
450
300
212
4
600
375
236
3
750
450
294
6
900
S23
332
7
10"
600
370
.w.
bra
6
12M
673
1 4011
kr.ber
of
ilcdtwea
t�
o.�.+
2 or Ina
750
1.125
3w4
I.OW
1.M
tij�Q,>
C73..Zb3D00
- "I- i
wer 9
See 4 C-6
(a IS)
3. Length of rock layer = area width = Rock Bed
4 sq. ft. + �_ ft. = �LLl ft. .
�. idth 510 ft.
Ti r�i=i�i-r r
ROCK VOLUME
I. Multiply rock area by rock depth to get cubic feet of rock:;
L-L�v sq. ft. x , ; f t. = ! 1> cu. f t.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
, , cu. ft. = 27 = 1.1 cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
1� cu. yd. x 1.4 ton/cu. yd. = a'i tons.
F. ADSORPTION WIDTH LLALi \-° t "
1. Percolation rate in top 12 inches of soil is ,1 1 • mpi
2. Select allowable soil loading rate from table;
�y gpd / f t'
3. Calculate adsorption width ratio by dividing rock laver
leading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20 gpd/fe+ _ t L epd/ft` =
4. Multiply adsorption width ratio by rock laver Nridth to get
required adsorption width;
).y-) x l_ f t= . i ft
A width stmit Table
PMOLAtion Raw
Soil Texture
Craw
lar•
�tru mp 1 urn
Faster than 0.1
oarse Sand
1.20
1.00
0.1 to 5
Sand
1.20
1.00
0.1 to S
Fine Sand"
0.60
2.00
6 to 15
5adv Loam
0.79
1.32
If, to 30
Loam
0.60
2.00
it to 43
Silt Loam
0.:;0
2.40
46 to 60
Clav Loam
0.45
2.67
61 t0 120
clay
0.24
3.00
Slower than 120
Clav
-
-
«Sal ti� i0ti w mace d (inr ie very fine wn.l.
A. Determine pump capacity:
Gravity Distribution
1. Minimum suggested is 600 gallons per hour t :0 gF ) 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 = 3 feet.
C. Subtract 2 ft from the rock layer length.
•�=' '-2ft.= L ,/ feet.
w.cl L.M r!'S
d. Determine the number of spaces between perforations.
Length perf. spacing = 9 Z ft. + 3 ft. _ spaces
e. ! L&_ spaces + 1 = II perforatiunsllateral
f. Multiply perforations per lateral by number of lateral.; to
-' perforations.
Get tot nu r of perforations. x -� ;= � _
,� L , .
g• x' '�,.N � � gpm.
SELECTED FUIMT CAPACIT. gpm
B. Determine head requirements,
I. Elevation difference between pump and point of dischargt.
I "),_ feet
It pumping to a pressure distribution system, five feet tur ; ressure
required at manifold if gravi stem, zero.
7 feet
3. Friction less
a. Enter friction loss table with gpm and pipe diameter.
Read friction loss in feet per 100 feet from table.
F.L - .2.q fL/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 =
!a n x 1.25 - I I D feet
c. Cakulate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss = ') .`I x I I ;) +100 = ` feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
)L + S' +
{1) (2) (30
TOTAL HEAD -' feet
C. Pump selection
1. A pump must be selected to deliver at least
- gpm (Step A) with at least :,� 0 feet of total head (Step B).
F-17
END PERFORATMIN OF a KWORITED LATERAL
•
• L.M, S-r L I
LM N LwynM NI E. hV •
Y,l q.. N w . _ wM
i.' A..
.� ! W
P.M.�Mr� L1ufM N
S" L.,e
1.. M. N l..-
R"uard Perforation ln,cr e
er Ln Gallons peunute (9M
DL66urSe
i1cad
/72b�
i wrM
(feet)
1.0a
0.74
2.0b
0.80
1.04
a. Use for single family homes
b. Use for all other applications
Pipe Length
Point o(Dischup
Elcvatwn Diffcn=
ITAUmp 'tom
F-18b
1.5 inch 2.0 inch 3.0 inch
PM rrmI Ma Va 100 R of p"
10
0.69
0.20
12
0.96
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
164
0.39
45
14.73
3.23
0.48
50
3.99
0.58
55
4.76
0.70
60
5.60
0.82
G. ^WNSLOPE DM WIDTH
1. I 'slope is 3% or more, subtract rock layer width from
ac )tion width to obtain minimum downslope dike toe
14."-) ft-_loft=_"_feet
2. Calculate Minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation ! . '9 feet
b. Multiply rock layer width by landslope /� ' toot cover
to determine drop in elevation; r10 `�s.Dor6tlOn`. f.Ol r roe t RD
Slope Difference
%/I x "_%+ 100 - . "1 feet -_� 51eee olrrorene• �'�_ ra�S;
UOsIoDe NISt'l I .�
c. Add depth of clean sand for separation (2a) I I . Fret*.: • � I
I , .• kite aec WIOtn
at upslope edge, depth of rock layer 0 foot) to depth of _1 L Feet DownsloDe width
cover (1 foot) to find the mound height at the upslope edge `' 1eel '''
of rock layer;
). V ft + lft + lft feet
d. Enter table with landslope and upslope dike ratio.
Select dike midtiplier of _ a, Irl _. ` . )
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: x �) . _ L feet"
f. Add depth of dean 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;
3.,1 ft + , -1 ft = 4.'3 feet soLv-rN) 3 •�+.5 - ��.'� �`-n"
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of 1✓ . k 5; V)O�t se•µ 1, SA w3c'�N
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 4.9 x i feet 5ocy��-* = 1
i. Compare the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width;
feet
u991oo6 w�au
r99t
j. Total mound width is the sum of
upslope dike (G.2e) width plus rock LN Mom„
I layer width (D.2) plus de
1
downslope dike width(G.2i);- t"t F••`
� I
;1 ft + 12_ h + -`ft = �L feet
k. Total mound length is the sum of Do«n61oo� otatn
upslope dike width (G.2e) plus rock layer '` 44)
length (D.3) plus upslope dike width (G.2e);�
1 ► ft + ; o ft + 1`'. ft = -,j feet
Total Length
3:1
11
MwUslope
5.1
61
71
31
I
UPSIOPC
it
61
71
4:1
♦ ek "
0
30
4.0
i.0
60
70
30
to
30
60
7.0
8.0
1
3.09
41,17
526
6J6
7-13
Z91
3 s5
1.76
566
6.56
7.61
319
61i
3-36
612
° 16
233
3 70
.34
3J6
6.14
6.90
1
3J0
6S9
Slid
732
8.66
2.7.
337
115
3t1
3,
6.65
6
3.61
C76
6Z
7.90
9.72
Ze6
3.43
417
l96
5.66
6Z
3S3
5.001
667
857
10.77
1-61
(, 3.33
600
6.62
3.19
5.71
" 6
Me
U16
7.16
936
1Z07
' "
i.21
3Iv
4L61
6 93
5.61
7
33D
5S6
7.60
1036
1373
Z69
312
3.70
am
170
$.13
31S
SA
`
/13
1.i6
13.91
2.42
1(a
3S7
6�
6.69
6r
9
6.11
t &Z
9.0
13.06
ID.92
236
�29t~
3'U
3.90
6.30
615
to
620
667
10.0
15.W
23.33
231
im
313
3.75
♦12
6.M
11
6 Y
7.16
11.11
17.65
10.63
216
2.79
3 *J
3,61
3.95
626
12
6i9
7.69
1250
21.41
4375
7-21
Z70
3.12
340
3801
6.011
i
Loc.:,-ion or Pr.ojoct Dick Perkins, 1485 Fox Street, Orono
hori%cgs mad.- bl ;-I' J'•• ;ting, Inc. Steve Schirmers Date
7-13-94
Classifiction Sytum: AASI•10 USDA-SCS X ; Unified ; Other
Auc;v-!' used (land_ X , or Power---, Flight__-, or BucE:et— X -
Depth, liot c ny numb(.:r _ 1 Depth, Boring niumber 2
in in
1 f(2et Surtaco_• c,!evatiun 93.8 t•cet Surface elevation 94.7
0 a - -- -- ----._ - — --
Topsoil dark brown loam
0 - 10" Topsoil dark brown
fro n la loam
1 lcdamy 10" - 1'2"-MOTTLED 1'2 1 -
0 - 1'8"-MOTTLED 1'8"
Rusty olive gray
2 - clay loam strong
112" - 2910"
-; - Rusty olive brown clay
loam
2110" - 318"
4 - Rusty olive brown
loam
3'8" - 5'
9
6 -
i�
8 -
land of boring at 5' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole_ X
Mottled soil:
Observed at 1'2"
feet of depth.
Not present In hole
Comments:
2 - Rusty Clive gray
clay loam strong
3 -
1'8" - 3'
Rusty olive gray
clay loam
4 - 30 - 4'
Rusty olive brown
clay loam
4' - 5'
9
End of boring at 5' feet.
Standing water table:
present at of depth,
hours after goring.
Not present in hole X
Mottled soil:
Observed at 1c8c, feet of depth.
Not present in hole
Coiamen t s :
Location or Pre_;e,:t Dick Perkins, 1485 Fox Street, Orono
Borings made by 5-1.) ;c ;ling, Inc. Steve Schirmers Date 7-14-94
Classifiction System: AASIIU USDA-SCS X Unified Other
Auger used (check two) : Hand_ X or Power— Flight-, or Bucket X
End of boring at 51 feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole_ X
Mottled soil:
Observed at 10890
feet of depth.
Not present in hole _
Comrn-�.nts :
End of boring at feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole
Mottled soil:
Observed at feet of depth.
Not present in hole
Comments:
CERT. OD627
PERCOLATION TEST DATA SHEE'C
g, Inc. 7-14-94 8:15 `"
S—P Testing, l :::. v.:;ion test readim�s made hr �m __._ . Martin= �t �.
1485 Fox Street 1 7-13-94
•fc•t hole Imation . Pule numher _. Date hole a a, prepared
Ikpth of hole boll-om 12 Inche%. Diantcterof hole 6 utchcs
Soil data from test hole:
Ihpth. inches
0 — 10"
10" — 12"
loll text ue
Topsoil dark brown loam
Brown clay loam
MohW ol'scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
7-13-94 1:30pm 12
Date and hour of initial water filling . Depth of initial water filling - -inches atwwe hole hollom
Method used to maintain at least 12 inches of water depth in hole for at lea-,t d hour, Automatic siphon
Maxinnnn seater depth itkow hole tu'llont during tes' 6 inches
itne
Time
interval.
minutes
Measurement.
m
inches
-
Drop in %%ater
Ic%el. inches
Percolation
I rate. Remarks
minutes per
inch
Water
re0aining in teSt
hole
8:15
i 8:45
6
2-•t/2
12.0 I 30 min
8:50
9:20
9:21
9:51
I
.
I
i
i 1
Percolation rate = 12.0 minute. per mch.
CHRT. 00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. „r, 7-14-94 sttnin;_:It - ,
I rrcolauon Ie,I readML� nlallC b� 8 :16
'fest Nile location 1485 FOX Street hole numl+er 2 Date hole N:I. prepared 7-13-94
[kpth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data Iron lLst hole:
Depth. inches
Soil tc\turc
0 - 12" Topsoil dark brown loam
Method of scratching sidewall Knif e
2
Depth of gravel in bottom of hole inches
7-13-94 �30p�t 12
Date and hour of initial water filling pth mitirl water filling in
above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at (cast J hours Automatic siphon
6
Ma.�lmurn water depth above hole bottom during test inches
,'ime
Time
interval.
minutes
I Measurement.
I inches
Drop in water
level. Inches
Percolation
rate.
minutes per
inch
Remarks
water re
aining in
Hest hole
8:16
8:46
6
2-5/8
11.4 30 min
8:49
9:19
9:22
9:52
I
l
I
i
i I
i I
i
Percolation rate = 11.4 rninutcs lxr inch.
CBRT.le0627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 7-14-94 8:17i
Percolation test readings made by on startintt at
1485 Fox Street 3 #�l 7-13-94
Test hole location , Hole number , Date hole was prepa►�tL
Depth of hole bottort+ 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0 — 12"
Method of scratching sidewall Knif e
Soil tcx!urc
Topsoil dark brown loam
Depth of gravel in bottom of hole 2 inches
7-13-94 1:30pm 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
imc
Time
interval.
minutes
Measurement.
inches
'
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
water remaining
in test
hole
:
:47
6
2-5/8
11.4
30 min
9. 8
w
w
w w
9.
"
w
w
w w
Percolation rate = 11.4 minutes per inch.
PERFORATED
r._ LATERALS
SANDY LOAPA SOIL—
LLAYER OF GEOTEXTILE
FABRIC OR 4-NM YHE S - OF / ; . ;�y +�!
11/t OR 2 a•.� ... /!
PIPE FROM PUMP--� i . • / %
3V 21/
CLAN POCK • ' ..� •/, DIVERSION FOR
SURFACE WATER
6• TOPSOILS
.t
• .. • " of /
Lo
SAS AN : �%'' • ' :t� .•;;,.'.•.'•. '
ILLBI°kELAY' ER
I4RA 4Y f .^^�
R
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND
PEFFORATED PLAStIC PIPE
P��G
PERFORATIONS SPACED 36' At10N S
END ON CENTER PERFORATION RfpR
VIEW S�IIE�vAr BE 4'�:1�� �
2'06+ANIFOLD
_�• •r �'�' PIPE
\` PERFORATION5 ON BOTIOM OF '
PLASTIC PIPE
�� ^ I•�T� ATF� LOCATION
Pu w!
G END CAS \V p,
�•r=%" f ptRPOP
2' PIPE FROM
PJMF+INr, CMAMKR
LAYER OF GEOTEXTILE LOAMY SAND CAP
FABRIC PERFORATEO LATERAL
GRASS COvER 6 wsNEs
EAN SAND FILL----__TOPSOILjr
.
IxIMUM SLOPE ---PI
TO I
TOPSOIL PLOWED OR �A4111 INCH •
DISKED SVRFACEC
UBSOIL
CROSS SECTION A — A
POPE FROM
PUMPING CMAMBCR
r -
- I If
' PER
FORATED
(I
LATERALS --�F
I • !) :
BED AREA/'• I
0
=: ► =20
20
IN ME � S
1 I
_ DIKEMAX.
--- TOTAL WIDTH
J �
PLAN VIEW
END PEWORATION OF A PERFORATU LATERAL
r-Glen cow
spoon
' L�w+ti tiW {Men •. LOW ON 48~11118 Aftk krAv-
�F—
Mall
'Iwb
�w ~meww i Ik wrr+.wy
M as* Low Eh•
-Pwlw,llw ur.N/ M
cw" %w d L"w M u.w.I
MwI• Nary fen Fww ArH
WATER TIGHT 9 LOCKABLE ELECTRIC Box
PLUGS OR ELECTRIC CONNECTIONS --•-
2- PVC CONDUIT SCHEDULE 90 6-
MANHOLE COVER CHAINED 9 LOCKED
SEALED MANI4OLE RINGS
• '�' ' AT (EAST 12-
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
MUST NOT RUN OVER ANY TANKS iBUI
AA)ST BE LAID BESIDE AND MUST BE PLACED IN I CONDUKn IT $
ALONG POST
ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RIIN THROUGH
CONPUlt WIRES CANNOT HAVE GROUND
COIJ I ACI
SEALED TAN( COVER --
PLASTIC ROPE OR CHAIN
WITH ANCHOR
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT---
S ARTAEVEL.9_ _
SHUT -QFF_kFVEL_Q _
PUMP CON I ROL BLOAT
TREATEp'P�OST (4 A min)
~INSIDEL€CLT-RIC CONNECTIONS MADE
CE Lam' OF POWER CORD FOR
SETTLEMENT
� BELOW GRADE
_ WIRE FROM POWER SUPPLY
PIPE IS LAID. ON A UNIFORM SLOPE FROM
pUMp gT�1�N UP TO SOIL TREATMENT AREA
FOR PROP ORAIN9ACK
IF PIPE AT TANK MUST BE LOWS
UNION TO GET ELEVATION FOR ORAINBAGK,
A I/a INCH WEEP HOLE MUST OE USED
— WEEP HOLE
Figurc 1--11
ME IAL
COVER
CONCRETE -
MANHOLE
RING
METHODS OF SECURING
MANHOLE
COVER TO PREVENT
UNAUTHORIZED ENTRY
1-19we 1.-14
VERTICAL SIDEWALL SEPTIC TANK
FINISHED GRADE
AT LEAST 6" T 12' SOIL AT _LEAST
4" DIA. COVER 4 DIA.
MIN AT LEAST I" _ _ AT LEAST 1" -
F' I A INMEN510N51FON TANKS WITH VERTICAL _SIDES
_ _ _..
WIE)TH, W _ �'s- MINIMUM
LENGTH, l_ 2 TO 3 11ME5 TIIE WIDTH
p1AMElER G0� MINIMUM _ .
UEf'TN�O__ JO MINIMUM; 79_MAXIMIIM ._ C
n 02 0 _ i AT LEAST
3.. _—e— o n=o _ MINIMUMi 0i o MAXIMUM
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- AT LEAST 4 FEET
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MET SCUM OUTLET
1„ • ', v;'�SJ1lTLET LEVEL
t _ Scum CLEAR SPAiCE 3 CLEAN OUT TANK wMEN!
X IS 3' OR LESS OR
-- -- — — �# T "BA IS 12' OR LESS
i OLACK COLOR
1 SLUDGE OISTNIIQNSHES SLUDGE
L R FROM LIOUIO
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK