HomeMy WebLinkAbout1998-02-21 Septic System Design ReportI S-P TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE - St. Michael, MN 55376 • (612) 497-3566
FAX (612)-497-5011
State License #394
February 21, 1998
John Rappaport
3067 Farview Lane
Orono, Henn. Co., MN
This site has an existing on -site sewage treatment system classified as failed due to not
meeting a 3' separation from the bottom of the system and the saturated soil according
to city records. The tanks are a block type with the first tank being a cesspool which is
classified as an imminent health hazard and must be repaired or disconnected within 10
months.
This site has very limited space available for a new on -site sewage treatment system.
The area proposed for the new system is the only area available. To use this area, the
old survey shows a drainage easement at the west end of the proposed site which is not
accurate. The new proposed easement is the actual drainage pattern. The change in
the drainage easement will require approval from the City of Orono. Approval will also
be needed for a 53' setback from a pond (possible wetland) which is connected to Lake
Minnetonka. Wetlands have a 75' setback and Lake Minnetonka has a 50' setback for
the on -site sewage treatment system.
This on -site sewage treatment system is designed for a Type 1, five bedroom home, in
accordance with the Minnesota Polluticn Control Agency Chapter 7080 and local
ordinances.
The soils on this site are SCS soils mapped - HbC - Hayden loam. The seasonally
saturated soils were located at 26" to 32" (mottled soil). Due to the seasonally saturated
soils, a Pressurized Mound System will need to be installed to treat septic effluent. The
bottom of the treatment area must be located at least 3' above the saturated soils
A small washout approximately 1' deep is located near the center of the system. At the
time of turnover, this area will be filled with original topsoil by turning the soil over into
the washout.
The soils at a depth of 12" have a percolation rate averaging 4.2 mpi.
A pumping chamber will need to be installed to lift the effluent to the treatment area.
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.
The existing supply line exits the house above the basement floor with a pump in the
lower level. The proposal is to abandon the pump and flow gravity from the lower level.
The manifold and supply line pips : ,,e back drainage to the pumping chamber.
The distribution pipes shall have their %:r ids 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 existing tanks will need to be abandoned, pumped and filled with soil.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
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 arf .is
proposed for On -Site Sewage Treatment occurs.
With proper installation and maintenance, th; tem should have no problem
treating septic effluent effectively.
2
Nothing other than human waste, toilet tissue, laundry, s`,owers, water softener etc.
should be disposed of into the septic tanks. Iron filters must be diverted out of the
system. Garbage disposals are not recommended, due to adding more solids & fine
solids passing through to the system. 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 tanks through the manhole by a
certified pumper every 2 years. Check with your pumper to set up a schedule.
Steven B. Schirmars
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated gpd
or meat _d x 1.5 : — _ gpd.
B. SEPTIC TANK LIQUID VOLUMES
I-) 3,s0 . 1 -'Inn 0 b�s
C. SOILS (refer to site evaluation)
ptp� la inches
1. _ to rsstrfcdt►g layer = +,;�:,.�
2. of Pa' bests = _ inches
3. Perookdon raX mpi
4. band slope 4 %
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VW 9
2=66
(A31
D. ROCK LAYER DIIvQ1'NSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer. A x 0.83 =
_ISO , gpd x 0.83 sq. fL/gpd ■ �_ sq. ft.
2. Select width of rode layer (10 feet or less) ft.
3. Length of rock layer • area + width = Rock Bed
th $10 h.
E. ROCK VOLUME t-- Lao�~
1. Multiply rodc arts by rock depth to get cubic feet of rock;
sq. ft. x "�.L ft. cu. it.
2. Divide cu. ft. by 27 cu. ft. /cu. yd. to get cubic yards;
cu. ft. + 27 = .,d 4 cu. yd.
3. Multiply vAk yards by 1A to get weight of rock in tons;
"_ cu. yd. x 1.4 ton/cu. yd. _ _-� -j tons.
F.
ADSOR3" LION WIDTii Ltd �c,u ►,
,�
M,,,�,
1.
Perco'ttior► rate in top 12 inches of soil is . Z.mpi
P. �.,.
Salk
4
,..,
sail suau� �.�
W.
"Wo
.fto
Z
Aect allowable soil loading rate from table;
Fat o thtwo 0.1
ne
1
. S g'Pd / f P
0.1105
s ni
mm sme•
Ila
OAo
2.00
to 1s
UWr t.o.n►
0."
132
3.
Calculate adsorption width ratio by dividing rock layer
;45
s tasm
0500
2.40
loading rate of 110 gpd/ft2 by allowable soil loading rate;
61 a 6 0
�t�
025
.67
23.00
1.20 gpd/fts+,;�,� gpd/ft: _
90wat 30
—
—
•!r trR�aM w ww d M w.� Mc
4.
Multiply adsorption width ratio by rock layer width to get
required adsorption width;
aLk, x /0 ft= .eft
G. D(v SWIM'? w117M
1. If landslope isla more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
.. 1 ft- .P_ ft = ''� feet
2 Calculate Mininmm. mound size based on geometery:
a. Determine depth of dean sand fill at upslope edge of rock
layer: Sepa wioni t feet
b. Multiply rock layer width by landslope
to determine drop in elevation;
Slope DifJemce sor•r•tloo
/.._ x % + 100 = . feet U11414q w111%
c. Add depth of dean sand for separation (2a) rest
at upslope edge, depth of rock layer (1 foot) to depth of
cover (1 foot) to find the mound height at the upslope edge
of rock layer,
Ly` ft + lft + lft on ` • L het
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of ? . � t .
e. Multiply dike muldplier by upslope mound height
to find upsiope dike width: - . -� x • = feet
f. Add depth of clean sand for S7^^- difference (2b) at
downslope edge, to the moues, nt at the upslope edge
of rock layer (20 to find the downslope height;
ft+,-, ft = feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: - x - feet
i. Compare the va.ues of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width,
feet +
t toot cover
t root R• ••
Lri toot
Stop* Otttor••s•
R•cf Bed Width
Ifft Dfr•11f1oN Width
toot
ussls•f rl•tf
j. Total mound width is the sum of feet
upslope dike (G.2e) width plus rock ..r
layer width (D.2) plus a �••,�•• Wilk
downslope- 1«1
dike width(G.2i);
ft + ft + - ft = _ 4 feet a
k. Total mound length is the sum of
upslope dike width (G.2e) plus rock layer
length (D.3) plus upslope dike width (G.2e);
ft + . - h + ft = feet
feet
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F-17
Ft a"-e.iuc nN P20CMURE
ee RMOMrer v , repro,. *to L,•twk
A. DetsSrina ptudp npaciy: 14
•� d--
Gravity Diawmtioa **+
1. Minkintan soSpsled is 600 gallons per hour (10 pm) to stay ahead of i. a+.� • . ,-. .
water use :rift.
2. Mardteatan sug esud for delivery to a drop box of a home system is 2,7W
pUM per hoot (45 Spat) to prevent build-up of pressure in drop box. � C� ••«
Fre"11" Dkdbud=
3. a. Slott number of perfaaled laterals -
b. Seim perfmatlan epadllg • --.I- het
c. Subtreet 2 ft fmm the rock latr elength.
-2 ft. Lc
d. Deto mire the ttmit s of spaces between perforations.
Length pert•spsdrtg ■ _JIL - ft • �- I ■ spares
e. ttpacas + 1 ■ ; pedaeaelaaVlaes:
f. Multlply psrforatrons per lateral . bynumberof laterals to ) y'
get total number of perfamtlons. x g-;6� ■ : perforations.
g. c" x>;�p • `�. SPm-
SELECT D FUI7 CAFACr Y J L- Spm
a. Dewa%bw bad regnit =intsc
1. Elevation difltrerwe between pump and point of discharge.
_-7 feet
2. If pumpinS to a pressure distribution "stern, five feet for pressure
required at rnardfold if gravity system, zero.
_-9 feet
3. Frktion loss
a. Enter h coon loss table with gpm and pipe diameter.
Read hietion loos ln fact per 100 feet from table.
F.L - 3 , y ft./100 ft Of pipe
b. Detatdtw toes) pipe Length from pump to discharge
point. Add 25 percent to pipe length for fitting
low or use a titling loss chart. Equivalent pipe
length -I M tunes pipe Length ■
�,�_ x lM ■ �_ feet
C. CAk%kte total frktioa lots by multiplying
friction loos in ft/100 ft by equivalent pipe length.
Total ttietlon loss ■ +i x " -1 •100 a . �- feet
4. Total hssd required is the sum of elevation difference,
specW head eecluirennenb, and total friction loss.
+ 5� +
(i) (2) DO
TOTAL HEAD ) i feet
C. Pump Selection
1. A pump must be selected to deliver at least
q c, Spm (Stop A) with at least 12 feet of total head (Step BY
94M rr tow ~~ do
V
Ono
1.0a
0.56
0.74
2.Ob
0.80
1.04
a. Use for single family homes
b. Use for all other applications
PIP LMO
Point of D.,, to Ch
T4:�
I':7av�Or1 Diffentooe I .,
P j
F-18b
13 inch 2.0 inch 3.0 inch
am t>AWMi=/■Iafldpp
to
0.69
0.20
12
0.96
0.29
14
111
0.38
16
1.63
0.48
it
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
3111
0.4e
so
3.99
0.59
35
4.76
0.70
60
5.60
0.92
S=P TESTING, INC. Steven B. Sd mem - MPCA Cert.No. 627
951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566
FAX - (612) 497-5011
State License $394
John Rappaport
3067 Farview Lane
Orono, Henn. Co., MN
Borings completed on 2-16-98, with a hand bucket auger.
SMUG NUMBER J. Elev.937.8 - M„ , i LED SOIL AT 26" - no standing water present
in the bor ft.
0 -
10"
Topsoil dark brown loam 10YR 312
10" -
14"
Gray brown loam 10YR 512
14" -
26"
Brown Gay loam 10YR 516
26" -
42"
Rusty brown Gay loam 10YR 5/6 - mottles 614,618
47' -
48"
Rusty olive brown loam 10YR 613 - mottles 6/1,618
1110IN&A NUMBER • Elev.937.5 - MOTTLED SOIL AT 30" - no standing water present
in the boring.
0 - 14" Topsoil dark brown loam 10YR 3/2
14" - Zr Brown loam 10YR 514
18" - 30" Blown day loam 10YR 516
30" - 48" Rusty brown day loam 10YR 516 - mottles 6/1,6/8
Elev. 939.5 - MOTTLED SOIL AT 37' - no standing water present
in the boring.
0 - 12" Topsoil dank brown loam 10YR 312
12" - 22" Brown loam 10YR 514
22" - 32" Brown day loam 10YR 516
32" - 48" Rusty brown day loam 10YR 516 - mottles 6/1,6/8
CERTIFICATION NO.627
STKM LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S'P on 2-17-95 starting at 9:33an-
Test hole numbers, Date test hole was preparedly-1¢9.
Depth of hole bottom 12 inches. Diameter of hole ¢ inches.
,AM DATA FROM TURT HOLF
DEPTH,INCHES SOIL TEXTURE
__.... _..0 - 12" Topsoil dark brawn loam
Method of scratching sidewall is j a& Depth of gravel in bottom of hole is Z_imAn. Date and hour of initial
water filling 2-16- 11:30am. Depth of initial water filling is 12.jackm above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is
Maximum water depth above hole bottom during test is 6 inches.
measurement, Drop in water revel, Percolation rats, - -
�_____Tiune TWO inlervai,min inches inches_ mirwtsspW inch Remarks
L-9:12 prefill. 6 - -- --__
9:33 - _-, 9:48 6 3-7/8 _ - - 3.9 15 min
6 3-7/8- _ -- 3_9 _. 15 min _
10:09_ - - 10:24 - 6 3-3l4 - _-+-- 4 _ 15 min i
I �
Percolation rate =12 minutes per inch
CERTIFICATION NO.627
STATE LICENSE NO. 394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-F Testier im on 2-17-2$ starting at 9-.%=-
Test hole location 3067 Faryiew Le. Orono,
Test hole number-1 Date test hole was prepared 2-I6-91L
Depth of hole bottom 12 inches. Diameter of hole 6 inches.
DEPTH, NCHES
-0 - 12"
TOPSW dwk brawn kom
SOIL TEXTURE
Method of scfatcKng sidewall is kaik. Depth of gravel in bottom of hole is 2 ischm. Date and hour of initial
water filling Depth of initial water filling is 12-iWjka above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is
Maximum water depth above hole bottom daring tM is 6 inches.
Meml I - I - Drop in k". PEC01110011 ra*'
Time_ ._. Tkn Wdwvsl.min WIGS n*adn MK Wah RwwM
9-12 on ill 1 6
1.3� 1
9:49
6
3-9116
4.2
15 min
9:50
10:05
6
1 3-9116
4.2
15 min
10:10
10:25
6
3-1r2
4.3
15 Min
1-7-
Percolation rate = 42,minutes per inch.
SANDY LOAM $OIL —
AT R OF PICHES OF
I'/OR 2•
PIPE hom PUMP • :+' /� ��
cLEAN21Aa1tloir
IV TOPSOIL/ /
PERTS�RAT�d
A.
DIVERSION FOR
!
SURFACE WATER
/�
'gyp'
FILL
B�ryAY�•1`-`��
RRAL _
L4vtR
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND
PERFORATED PLASTIC PIPE
PPpENNRFORATIONS SPKEO 36- s
��m
END
VIEW S12t EMAY PEgF TION
OR y. 16"
<YMANKOL D
PIPE
\C- PERFORATIONS ON BOTTOM Of
PLASTIC PIPE
- � T 'sIAIT[RIYF LOCA��I 1
.�� OAF PP/MPEE
ZINC CAP b, % L61L66L
Afto
2 MPE FROM
/f fog fff P{Mr GNAWER
Or
MEL
LAYER OF GEOTEXTX.E LOAMY SAND CAP
►ABRIC r-PDWC,„ LITERAL
GRASS COVER -
CLL
i1Ll
MAOPC —« r
TOPSOIL PLOWED OR
�-- DISKED SLIRFKE
CROSS SECTION A - A
-- PIP't I"
PUMPIAG CIIA' iKR
PERFORATED I
LATERAL I
KO AREA I i
92
H I s+g }R
_ OIME 10 FEET _j_ 06KE —
MAX.
TOTAL WIDTH
ENO FERFORATHM OF A PERFORATED LATERAL
i-Fr Cow
T�II
• Ir, tW IIIw • � 4 'I�
cN.. A.r uF.v M' " of
fir. PIrA fwV lwrww
wCrw Fable Iw 0ow-
is awrA
+ Now""
N � It, I. low
rw of
L
F-8
.t
WATER TIGHT 9 LOCKABLE ELECTRIC BOX —
PLUGS OR ELECTRIC CONNECTIONS —
2' PVC CONDUIT SCHEDULE 00 60S
MANHOLE COVER CHAINED B LOCKED
SEALEZ MANHOLE RINGS ---�t, �,_•__��j
SEALED TANK COVER
PLASTIC ROPE OR CHAIN
WITH ANCHOR --------_"-,
ALARM LOATTRICAL CIRCEPAUIT
RATE �
SHt? - Of F_ FYEt-7
PUMP CONTROL FLOAT
�00
TWD'4 T i OR
a min)
A' I &&URIC CONNECTIONS MADE
Box
LOOP OF POWER CORD FOR
SETTLEMENT
r" AT LEAST 12' —P7v
LOW GRADE
WIRE FROM POWER SUPPLY
plpl ftpISS LAW ON�pA UNIFORM SLOPE FROM
FOR pRTATOPEpRAINBACM TREATMENT AREA
L IF PIPE AT TANK MUST BE LOWER THAN
UNION To
WEEP HOLE MUST BE USED
— WEEP HOLE
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
MUST
MUST _ � LJUD BESIDE OTHEMDT RUN OVER ANY R TANKS BESIDE
AND T 8E PLACED IN CONDUIT
ALONG POST
.LECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT WIRES CANNOT HAVE GROUND
CONTACT.
rigure r•a
I
4.
" - I
CONCRETE
MANHOLE
RING
rHOOS u' SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
rigurc t--1-
•Jo--
1 r r1 Al
`VERTICAL SIDE*ALL SEPTIC TANK
FINISHED GRADE
AT LEAST 6' T 12" SOIL ^' LEAST
4" DIA — COVER 4" Q1A.�.,
I AT LEAST t' AT LEAST I"
MiN -
A DIMFSNSI N FOR _TANKS WITH V RTICAL-5L0FSS, A
WIDTH W 24 MINIM M —�
IEIVGTH,� 2 TO 3_ TIMES THE .WIDTH
87�T
�'AMETER LO M1NIM_UM _
DEPTH D _ 3C� MINIMUM; 7B_MAXIMUM C
A 02 0 _
g 6_"_MINIMUM0.2 � MAXIMUM 6'
C 04 0 _
--- - - AT LEAST 4 FEET - -� I
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INLET SCUM OUTLET
` •l;;='+jpi "' ET LEVEL _ 7 r
SCUM CLEAR SPACE--: T CLEAN OUT TANK W1 EN
-T 'X I S 3- OR OR LLEOR
SS
'1 1
r' t� '1`'� •: SLUDGE 0� COLOR
s SLUDGE
LAY R I LIOWD
MEAc' ::zrE SCUM AND SLUDG ACCUMULATIONS
IN THE SEPTIC TANK