HomeMy WebLinkAbout1993-06-10 Septic System Design Report•.' yTESTIING, INC.
Steven B. Schirmers — MPCA Cert. No. 627
Dick Lyman
715 North Ferndale Rd.
Orono, Henn. Co., MN
951 Katydid Lane NE • St. Michael, MN 55376 * (612) 497-35M
June 10, 1993
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This letter is in reguard with the high percolation rate at
TH#3 of 120.0 min/inch. A site investigation with the City
Inspector indicated possible compaction. Using a Soil Probe
it appeared the compacted soil is a 15' wide, 12" deep path
from possible equipment travel during landscaping prior to the
tests being completed (see site plan, the shaded area is the
compacted area).
Recommend in the area, the soil be turned over approx.18" deep
during soil preperation for placement of the mound. The Design
has a 40' down slope toe of the mound in this area for the
absorption area.
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L TESTZNGP ZNC. Steven S. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE * St. Michael, MN 55376 • (612) 497.3566
December 21, 1992
Dick Lyman
715 North Ferndale Rd.
Orono, Henn. Co., MN
This On -Site Sewage Treatment System is Designed for a Type 1, four
bedroom home in accordance with the Minnesota Pollution Control
Agency Chapter 7080 and local ordinances.
The soils on this site are SCS soils mapped - NeB - Nessel loam.
A seasonally high water table was located at 22" & 280, (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.
This site has an existin- failing system due to the high water
table on this site. The existing system was not found. The
existing tanks may be used upon approval by the local Inspector.
The tanks must be solid.
The soils at a depth of 12" in TH's#1 & 2 have a percolation rate
averaging13.9 min/inch. Th#3 has a percolation rate of 120.0 min/inch.
The absorption area will need to be 50' in this area.
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.
CONT'D
Dick Lyman
715 No.Ferndale Rd.
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.
All neighboring wells are located greater than 100' away from the
proposed treatment area.
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. Additives must not be used,
they may cause harmful damage to your septic system. Recommend
to pump your tank every year if you have 1 tank & every 2 years
if you have 2 tanks.
49-
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MOUND DESIGN WORKSHEEf
(For Flows up to 1200 gpd)
A. FLAW
Estimated = D c gpd (seepages D-7 or 1-3,4, 5)
or measured — gpd x 1.5 = ---
B. SEPTIC TANK LIQUID VOLUMES
J gallons (see pages C-3 or C-5)
C. SOBS (refer to site evaluation)
1. Depth to restricting layer = inches
2. Depth of percolation tests = = inches
3. Percolation rate mpi -r t r
4. Land slope J %
D. ROCK LAYER :*:" :':VISIONS
I. Multiply flow rate by 0.83 to obtain required area of rock
layer•. Daily Flow x 0.83 =
gpd x 0.83 sq. ft./gpd = -
2. Select width of rock layer (10 feet or less)
3. Length of rock layer = Area + Width IN
sq. ft. + 1,7 ft. _ - - ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
-i sq. ft. x , - us ft. _ 1�.L cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
s ,? u cu. ft. + 27 = —aL cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons,
cu. yd. x 1.4 ton/cu. yd. = 3- tons.
F. ADSORPIZON WIDTH c� L
1. Percolation rate in top 12 inches of soil is ��z mpi
2. Select allowable soil loading rate from table on page E-;
1.L_ gpd/fe
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/fP by allowable soil loading rate,
1.20 gpd/ft2+ .,-, gpd/ft2= a . � �
Check this mhu on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
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G.' DOWNSLOPE DIKE WIDTH
1. If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
ft - _ ft = 1'7, feet -c}►"3
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation L-2 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
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;
ft + 1 ft + 1 ft = -,,,z 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: 2 x = _Ifeet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
.2 + S-feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of S
h. Multiply dike multiplier by downslope mound hei ht ,Q
to get downslope dike width: 1.9 x ;%c _ ' f
i. 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_ feet 4a'.A�s t=nip.
j. Total mound width is the sum of upslope dike
width plus rock layer width plus downslope
"+ `�° - dike width;
1_ ft + 10 ft + 12-_ ft = L4 0feet up..
k. Total mound length is the sum of upslope
dike width plus rock layer length plus
upslope dike width;
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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. a ; I ft.
d. Determine the number of spaces between perforations.
Length pert. spacing = ft. + " ft. _ I '> spaces
e. I2 spaces + 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations.
xperforations.
CL
g. L x � -'� i gpm
SELECTED PUMP CAPACITY L4 () _ gpm
B. Determine head requirements: -
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 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 -
f x1.25- /Q0 feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss - 2 • 1, Li x D o +100 - a • L feet
4. Total head required is the sum of elevation difference,
special held requirements, and total friction loss.
+ +
(1) (2) (3c)
TOTAL HEAD J feet
C. Pump selection
A. A pump must be selected to deliver at least L4 0_ gpm (Step A)
with at least ) s feet of total head (Step B).
EW PERORATION OF A PERFORATED LATERAL
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TAKE OF PERFORATION DWHARCES IN CPM
Head Perforation diumw (meth I
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1.08
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0.74
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16
1.63
0.48
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2.03
0.60
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2.47
0.73
0.11
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3.73
1.11
0.16
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3.23
1.55
0.23
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7.90
2.06
0.30
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11.07
2.64
0.39
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14.73
3.22
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4.76
0.70
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5.60
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CCRTI1-ICATI01. d 00b2! 1!UT; of Soil_ ilorinYs
Location or Project Dick T.Vma n, 15 Nn_r rndal_ Ra_, Ornnn _
Borings made by S-P vesting, Inc. Steve Schirmers Date 12-1g-92
Classifiction Sy3tem: AASHo USDA-SCS X Unified ; Other
Auger used (check two): [land X , or Power , Flight , or Bucket X
Depth,
in
feet
0 -
2 -
3 -
4 -
5 -
6 -
7 -
8 -
Boring number
Surface elevation 97.4
Depth, Boring number 2
in 99.1
feet Surface elevation
Topsoil dark brown loam 0
0 - 8"
Brown clay loam
OR - 1$ 1 n"-YATTT ZPr% 1 9110
Rusty olive brown
clay loam
1'10" - 3'
Rusty olive brown clay loa
3' - 3-1/2'
Rusty olive gray
sandy loam
3-1/2' - 418"
Rusty 418" - 51 gray loam
End 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 1'10"
feet of depth.
Not present in hole
Comments:
1 -
2 -
4 -
5 -
6 -
7 -
8 -
Topsoil dark brown loam
0 - 10"
Brown clay loam
10" - 1110"-MOTTLED 111 "
Rusty olive brown
clay loam
1'10" - 3'4"
Rusty olive brown
loam
3'4" - 5'
End 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 1'10" feet of depth.
Not present in hole
Comments:
L-13
CJ:RTI[:ICA'CIOfd 4 00627 Wi , of Soil Borings
Location or Project Dick Lyman, 715 North Ferndale Rd., Orono
Borings made by s-p jesting, Inc. Steve Schirmers Date 12-18-Q2
Classifiction Syztem: AASHU 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 97.7 feet Surface elevation
0 - -- - -- 0 - i- - -
Topsoil dark brown loam
0 - 10"
1 -
Brown clay loam
2 10" - 2'4"-MOTTLED 2140
Rusty olive brown
3 - clay loam
214" - 3110"
4 Rusty olive brown
loam
5 _ 3110" - 5'
6 -
7 -
8 -
End of boring at 50 feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2'4" feet of depth.
Not present in hole
Comments:
2 -
3 -
4 -
5 -
6 -
7 -
8 -
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:
CERTA00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc. on 12-19-92 10:57 a.m.
stingat— p.m.
715 No.Ferndale Rd. 1 ,�"o
Test hole location . Hole number, , Date hole was prepared 12-18-92
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches
Soil texture
0 - 8" Topsoil dark brown loam
8" - 12" Brown clay loam
Method of scratching sidewall Knife
2
Depth of gravel in bottom of bole inches
12-18-92 1:30 m 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
6
Maximum water depth above hole bottom during tes� inches
Time
Time
interval.
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate,
minutes per
inch
Remarks
10:44
prefill
6
10:57
11:27
"
1-11/16
17.8
30 min
11:32
12:02
»
»
w «
12:03
12:13
17' 8
Percolation rate = minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Testing,
Percolation test readings made by S—P Tes9 � Inc. 12-19-92 10:58 on starting a� p.m.
'Jun
Test hole location 715 No.Ferndale Rd. yolenumber 2 Dateholcwaspreparc�t 12-18-92
Depth of hole bottom inches, Diameter of hole fi inches
Soil data from test hole:
Depth, inches Soil texture
0 - 10" Topsoil dark brown loam
10" - 12" Brown clay loam
Methodofscmtchingsidewalt Knife
Depth of gravel in bottom of hole 2 inches
12-18-92 1:30pm 12
Date and hour of initial water filling . Depth or 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 Au tee t t c siphon
, Maximum water depth above hole bottom during test 6 inches
Time
Tim
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
1.0:44
pref111
6
10:58
11:28
"
3-3/16
9.4
30 min
1.1:31
12:01
3
10.0
" "
12:04
12:34
2-7/8
10.4
"
Percolation rate = 9.9 �+inutes per inch.
CERT.#00627
C
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 12-19-92 10:55 a.m.
Percolation test readings made by on starting at m.
715 No.Ferndale Rd. 3 a"' 12-18-92
Test hole location , Hole number . Date hole was prepa1
12 6
Depth of hole bottom inches. Diameter of hole inches
Soil data from test hole:
Depth. inches Soil texture
0 — 10"
10" - 12"
Method of scratching sidewall Knife
Topsoil dark brown loam
Brown clay loam
Depth of gravel in bottom of hole 2 inches
12-18-92 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
Time
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
later remaining
in test
hole
.0:59
11:29
6
1/4
120.0
30 min
.1:30
12:00
.2:05
12:35
w
w
w
w w
I
t
Percolation rate = 120 .0minutes per inch.
POF GEIWXTI�SF
151twol S
,/" OR 2*
PIPE fRom PUMP
ir TOPSOIL
K -..l % --Q .-CLEAN
LEAN
SANDY LOAM SOIL
100
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LAYEF,
fl
UP
I 4R4L
I.AyjR *
PERF6IA
AT 0
A L T
ALI
• �..::� Drys � � t
/DIVERSION FOR
'SURFACE WATER
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIOUTION IN MOUND
(�PERFORATED PLASTIC PIPE
PERFORATIONS SPACED 34'
END Voit CENTER K%"!R",!IOw
AV
1VIEWon 14* V
FROM
C04AMKR
LAVER OF GCOTEXTILE
FASW
GRASS COVER
EAN SAND FILL—,,
1x1m3 10um SLOPE
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LOAMY SAND CAP
PERFORATED LAVERAC
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it
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-w TOPSOIL Z PLOWCO On jvlo w to
O#SKEO SURFACE w i
CROSS SECTION A - A
— PIPE FROM
PUMPING CHAMKR
--7
PERFORATED
LATERALS
KO AREA
z
OwE --_I_JO MAX FEET-1—ID,XE --- ;
TOTAL WIOTH
, I Llui
DO PIEWORATICIN OF A P13WOFAILD LATCRAL
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F•-8
WATER TIGHT 9 LOCKABLE ELECTRIC BOX -
PLUGS OR ELECTRIC CONNECTIONS -
2* PVC CONDUIT SCHEDULE 80
MANHOLE COVER CHAINED 9 LOCKED)) 6��
SEALED MANHOLE RINGS
SEALED TANK COVER -
PLASTIC ROPE OR CHAIN
WITH ANCHOR --�
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT —
5T ART -LEVEL
SHUT - 9FF_LEVEI`7 _
PUMP CONTROL FLOAT
TREATEDPCDST (T min)
/'I I� .ECtT_RIC CONVECTIONS WK
CE /' LLOOOPP OF POWER CORD FOR
SETTLE
AT LEAST 12" 043A
LOW GRADE
D. WIRE FROM POWER SUPPLY
PIPE IS LAID ON A UNIFORM SLOPE FROM
WP�T�TIRON�, TQ _SOIL TREATMENT AEA
IF PIPE AT TANK MUST K LOWER THAN
UNION TO GET ELEVATION FOR DRAWBACK.
A 1/4 INCH WEEP HOLE MUST DE USED
WEEP HOLE
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
_ MUST NOT RUN OVER ANY TANKS BUT
AMUSTND MUST LAID
POLICED INI CONUITANKS
ALONG POST
IECTRK:AL CORDS FROM PUMP AND
LOATS MUST EE RIIN THROUGH
CONDUIT WIRES CANNOT HAVE GROUND
CONTACT.
METAL
COVER
I 1
CONCRETE
AAN - ,'•�
RING
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-I4
Figure F-S
VERTICAL SIDEWALL SEPTIC TANK
-FINISHED GRADE
I - AT LEAST AT LEAS
1" 4` OIA. , 6" T 12" CAI ER 4" DIA.
IN II AT LEAST 1" AT LEAST 1"
(I A DIMENSK)NI, FOR _TANKS WITH VERTICAL
H- w _SIDES
[ IIWDTPe MINI
IENGTH,_1 2 TO TIMES TILE ,WIDTH
8 DIAMETER G0' MWIMUM�= I
0_Eh_TN. 0 3_O_' _MINIMUM: 7.0 MAXIMUM C
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3" 1- c 104 0 ll
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—
>y So
W&ET A OUTLET
y i° •h•AUTt.ET LEVEL A 1 . i►
_SCUM CLEAR SPACES _ CLEM OUT TANK 1MHEM:
— -- — -T x IS 3.OR LESS OR
r -W IS 12' OR LESS
@LAC0(
MEASURE SCUM AND SLUDGE ACCUMULATIONS
I N THE SEPTIC TANK