HomeMy WebLinkAbout1990-05-25 Septic System Engineering ReportS -P TESTING, INC.
951 KATYDID LANE
ST. MICHAEL, MN 65379
4073696
Steven B. Schirsere
May 25, 1990
Jim Olson
4360 Bayside Rd.
Orono, Henn. Co., MN
This system is Designed for a Type 1, three bedroom home and in accordance
with the Minnesota Pollution Control Agency Chapter 7080 and local
ordinances.
This site has an existing system with a surface outlet which is not a
legal system and is considerd a failing system. The Olsons bought
the home In the fall of 85'. This system would have been illegal at
that time also. The soil condidtions would be the same today as
in 1985.
The soils on this site are typical of SCS soils mapped - KkB - Kilkenny
loam. A seasonally high water table was located at 18", 28" t 300,
(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 5.4
min/inch and are adequate for treating septic effluent.
A pumping chamber will need to be installed to lift the effluent to the
treatment area.
The existing tanks are a block type s will need to be replaced. Pump
1� fill with soil.
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 b►eak 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
Self and Percolation Toole
Sepik System Design
12) 4360 sayeide Rd.
All neighboring wells are located more than 100' away from the proposed
treatment area.
Keep all heavy equipment off of the proposed treatment area before and
after construction as much as possible. The treatment area should be
marked off before construction.
With proper installation and maintenance, this system should have no
problem in treating septic effluent effectively.
Recommend to pump the septic tank every year if there is only 1 tank
i every 2 years if there are 2 tanks.
Steven B. Schirmers Of
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated 4 SD gpd (see pages D-7 or 1-3,4,5)
or measured gpd.
B. SEP71C TANK LIQUID VOLUMES
:1-/00() galloro (see pages C-3 or C-5)
C. SOILS (refirto slie evalustian)
I. Depth to restricting layer • 114-%'10" Inches
2. Depth of percolation tab 12, inches
3. Percolation rate _S 4 mpl
4. Land slope 4,.0 %
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.63 to obtain required area of rock
layer. A x 0.83 -
HS'Q gpd x 0.83 sq. h. / gpd - 3 n sq• h. -r i o')o
2. Select width of rock layer (10 feet or less) - 1 D fl
3. Length of rock layer - arca + width -
�114 sq. ft. + j_ ft. - L41_ ft.
41D
I? ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
410 sq. ft. x i .o S ft. • -�J& cu. ft
2. Divide cu. it. by 27 cu. ft /cu. yd. to get cubic yards;
= cu. ft + 27 - (, cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
_13._ cu. yd. x 1.4 ton/cu. yd. - � D tons.
F. ADSORPMON WIDTH
1. Percolation rate in top 12 inches of soil is S• y mpi
2. Select allowable soil loading rate from table on page E-16;
_`Z gpd/ft2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20gpd/ft2+ ,-iti gpd/ft2- i.s.)
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
-L-,SL x l0 ft- lg.;" ft
D-7
Rock fled
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DaWNSLOPE DUM V R7iii
If landslope Is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike bm
't k--„p._k- �,5-- ft
Calculate mound height at edge of rock layer on downslope
side;
a. Determine depth of dean sand fill at upslope edge of rock
layer. SgwWioe 1.0 feet
b. Multiply rock layer width by landslope to determine drop
in ekvatiion; Slgw Diftrernce
c Add depth of dean sand depth of dean sand for
separation at downslope edge to depth of rock layer to
depth of sod badkfdll to get mound height at downslope
edge of rock layer,
1.c. k+1.o
d. Enter table on psge E-18 with landslope and downslope
dike ratio. Select dike multiplier of _ -4 • *:z i-
e. Multiply dike multiplier by downslope mound height
to get downslope dike width s •) 6 x 7. g• 1,i h
g. Compare the values of step G.1 and Step G21 Select the
greaw of the two values as the downs” dike width;
I1) feet
h. Calculate upslope dike width using upslope mound
height ind upslope dike multiplier from page E-18;
3.D x'—LLL_k
L Total mcund width is the sum of upslope dike width plus
rock layer width plus downslope dike width;
I_ni_fl- 39 ft
3. If landslope is 29 percent or less, basal width includes both the
upslope and downslope dike widths.
a. Calo.dste downslope dike width using steps Gla.
through G.2.f; feet
b. Calc -slate upslope dike width using upslope mound
height and dike multiplier from Page E-18;
x h• ft
c. Add downslope dike width to upslope dike width to rock
layer width
ft + h + ft ft
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1. Select number of perforated laterals 3
2 Select perforation spacing • -_ ft.
3. Since perforations should not be placed closer than 1 ft. to
the edge of the rock layer (see p. E-14), subtract 2 h. from the
rock layer length.
- L4Noce -2ft.��2ft.
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round
down to neArest whole number.
Length perf. spacing • h. « ft. - J—�_ spaces
5. Number of perforations is equal to one plus the number of
perforation spaces .
I1 spaces + 1 - ILI_ perforations/lateral
6. Multiply perforations per lateral by number of laterals to
get total number of perforations.
1 L4
w. x • LjR_- perforations.
7. Determine required flow rate by multiplying
number of perforations by flow per perforation
(see page E -17)
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X M . 3 L Pm.
8. If laterals are connected to header pipe as shown on page E-
15, select minimum required lateral diameter from table on
page E-17; enter table with perforation spacing and number
of perforations per lateral. Select minimum diameter for
perforated lateral Inches.
9. If perforated lateral system is attached to manifold pipe near
the center, as on page E-12, perforated lateral length and
number of perforations per lateral will be approximately one
half of that in step 8. ZJsing these values, select minimum
diameter for perforated lateral from page E-17 as I %a ''
inches.
E -17a
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E-15
E-12
1. Select number of perforated laterals 3
2. Select perforation spacing a -:3_ ft.
3. Since perforations should not be placed closer than 1 ft. to
the edge of the rock layer (see p. E-14), subtract 2 ft. frorr the
rock layer length.
a.s • 2 ft. • ft.
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round
down to neuYst whole number.
Length perf. spacing •ft. f ft. - 13_ spam
\Jl lLl
5. Number of perforations is equal to one plus the number of
perforation, spaces .
spaces + 1 - ILA perforations/lateral
6. Multiply perforations per lateral by number of laterals to
get total number of perforations.
�. x r Wil- �� perforations.
7. Determine required flaw rate by multiplying
number of perforations by flow per perforation
(see page E -17)
�
x M -1 gpm.
8. If laterals are connected to header pipe as shown on page E-
15, select minimum required lateral diameter from table on
page E-17; enter table with perforation spacing and number
of perforations per lateral. Select minimum diameter for
perforated lateral - inches.
E -17s
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9. If perforated lateral system is attached to manifold pipe n- ,r
the center, as on page E-12, perforated lateral length and
number of perforations per lateral will be approximately one
half of that in step 8. Using these values, select minimum
diameter for perforated lateral from page E-17 as 1
inches.
E-12
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9. If perforated lateral system is attached to manifold pipe n- ,r
the center, as on page E-12, perforated lateral length and
number of perforations per lateral will be approximately one
half of that in step 8. Using these values, select minimum
diameter for perforated lateral from page E-17 as 1
inches.
E-12
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A. Douradee PSP egedyt
1. Mlidarrm seWMd Is GM plans pow hoemr no gpurl to moor ahead of
"sw as rola
L Metilsr wwslood 1st deismt y is a ivp bw at a hoeae srstmt too Z7w
!ta Pee bW 05 gpWJ to plowsl bod" of ptwvao in dtvp bot
P. Use VIM front door of p mwwo d1l1 0 1- lysbrR
1. D1oo�1��lW w<]e111■Isetls
1. >01..�..rrtl.tol baetr �� � poYtt ddlsdne�a
L V ptssplal is a pn dkW2M dM a .1.0. add Ant feet fa pteeeeee
t.gllr.d st tooemlfeid
5too
3. PMetleu bee -
a. ismer Irkdw leee Mich wltH Wat Red pips dtsasrte.
Road Miction ba in feat per IM feet Rout pap F1>!.
P.L a S. a 5 RAW R d pipe
b. Douro ice Wool Pim kng& hon pang W drd--
pobtc Add a permit W Pipe Wo for W"
away ieeelme b Egt+frN.+<ofPe
I US a fm
a Cahvieoo maid btmlim lees by wrldply, ,
frtmstow bee to N10D R bf egttfwltr pipe iegUL
T000l l k'" loee. � x _ x•100. _feet
4. T000l lyd ngdred Is time sum d devaim diHele m
.peed Need rsquhnnow 11. m d ted frkdon loee.
,�,- -_+_.c•
ill U! Ctrl
TOTAL lXAD 1-1, feet
C. ftijw tai, 1.
1. A pasq avast be solonsd W delve at lean -Z._ Wm M" A) with at lent
. fact of told heed G" M.
D. ToW Ptismp m Volume
1. To msxM I We aded smmrp OWN for 4 to 3 p cy operations per day.
_ Q_ gpd .4 . 11 D gallows per dose
_. Cokoku drainbedm
I. Devru*w Woof Pim hnith. Q- feat.
L Dnnsdm tlgdd solum of p4 Laal-ganorm per 100 het. (we post Fill)
3. MuW* IwIth by wham Dninbw* gnantlty .
,jJL fees x !o . ? gaGorw/ 100 R • .L� pOOM
. Sulgsmi Mhtbm& quww" I. 10 pmcwd of puee9.r qww". A rrgw dralnbs
ps, I w10 doesw rmp su don effick ,cy INIVOY bw PA" .nam corn we
unsny s household www Cosi.
3. Total punp out wlmne equals dose roluar +drainbeck
I I per does + _. (, gallons • 11 fe Total Canons
pip LAN"
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CZRTI►ICATION 1 U0611 Logs of Soil Borings
Location or Project_ia_Q3son, 4360 Ravaide Rd., Orono
borings wade by S-P3'esting, Inc. Steve Schirmer• Date 5-21-90
Classifiction System: AASHu i USDA -SCS X : Unified i Other
Auger used (check two): Hand X , or Power , !light , or bucket I{
Depth, boring number 1 Depth, boring number 2
in in
feet Surface elevation 91.5 feet Surface elevation 93.2
a- 0 _
Topsoil dark brown
loam
0 - 2'4"
2-1/2 - 2'4• - 2'10" eig� c
3 .*
Rusty olive brown
clay loam
4 - I )lin" - A -i.
Rusty olive brown 5 _ 3-1/2' - S'
S - loam Rusty gray silty
5' - 5-1/2'
4'2" - 6' 6 - Runty 5-1/2' - 6'0
7 - 7
End of boring at 6' feet.
Standing water table:
present at 3'1" feet of depth,
22 hours -after boring.
Not present in hole
Mottled soils
Observed at 2-1/2jeet of depth.
Not present in hole
Comments
8 -
End of boring at root.
Standing water table:
present at 2'10• feet of depth,
22 hours after boring.
Not present in hole
Mottled soil:
Observed at 904■ feet of depth.
Not present in hole
Comments:
Topsoil dark brown
loam
1 -
0 - 1'8"
Dark gray loan
2 _
118• - 2'4" -MOTTLING
3 -
Rusty olive gray
clay loam strong
2'4' - 3-1/2'
4 _
Rusty olive gray
loam
Rusty olive brown 5 _ 3-1/2' - S'
S - loam Rusty gray silty
5' - 5-1/2'
4'2" - 6' 6 - Runty 5-1/2' - 6'0
7 - 7
End of boring at 6' feet.
Standing water table:
present at 3'1" feet of depth,
22 hours -after boring.
Not present in hole
Mottled soils
Observed at 2-1/2jeet of depth.
Not present in hole
Comments
8 -
End of boring at root.
Standing water table:
present at 2'10• feet of depth,
22 hours after boring.
Not present in hole
Mottled soil:
Observed at 904■ feet of depth.
Not present in hole
Comments:
CIBTIPICATION 6 00637 Loam of $oil Borings
Location or Project Jim Olson, 1360 Bayside Rd., Orono
Boeings wade by --P Teliting. Inc. Steve Schirmers Date a -21 -on
Classifiction System: AASHU t USDA -SCS X I unified i Other
Auger used (check two): Hand X , or Power Plight , or Bucket X
Depth, Boring number 3 Depth, Boring number
In in
feet Surface elevation 91'1 feet Surface elevation
0 -
Topsoil dark brown
0 - 6- loam
1 - Brown clay loam 1 -
8" - 1-1/2'-MOTTLIN
2-- Rusty olive brown 2
clay loam
1-:/7- - 2 -in -
3 -
Rusty olive brown
1 - loam
S 2'10- - S'2"
Rusty gra 2" - 5'1"
Rusty o ve brown 1
6 - 5' 1" - 6'
7 -
End of boring at 6' feet.
Standing water table:
present at 3' feet of depth,
22 hours after boring.
Not present in hole
Mottled soil:
Observed a,
feet of depth.
Not present in hole
Comments:
3 -
1 -
5 -
t
6 -
7 -
e-
End of boring at feet.
Standing water tables
present at feet of depth,
hours after boring.
Not present in hole
Mottled soil:
Observed at feet of depth.
Not present in hole
Comments:
CXXTJ00627
PERCOLATION TEST DATA SHEET
l4Rahlloekrtadiedsterdeby S -P Testing, Inc.— 5-22-90 i�� 8:14
4360 Bayside Rd. 1~ 5-21-90
Ter bobkrati= . Holenumber , Dele hole tw M-1
D.O of hole Wm,—' Lt„'Aes. Dia. of hole 6 ...._inches
SoM dm hen to hole:
Depth itches
Soil Intttae
0 - 12' Topsoil dark brown loam
Mellow o(Wrmc" sidewal l Knife
Depth of gnavel M bottom of hole 2 Neches .._�
5-21-90 10:OOam 12
Dra and how of iaitiat rasa Rllins . Depth of initial water filling aches above hole bosom
Mcdwd used to maintaia r kart 12 inches of water depth in hole for al kart 4 c s t phon
Muumum water depth above hole bottatrt dWia# teat 6 i. bes
Pacotatiaa rale per inch.
CERT.100627
PERCOLATION TEST DATA SHEET
RrcoWw*are"apm6deby- S -P Testing Inc. 5-22-90 x�iagr 8:15
TaMttolelocr� 4360 Bayside Rd. Hoknumber 2 Doe hokwas
pr'p�� 5-21-90
Dgtit d hole 12Diameur of ltnt� 6 +nches
Soil era from tea hok:
Depth, inches Soil texture
0 - 12' Topsoil dark brow loam
Method of scratching tidewal
Dq& d gravel in bottom of hbk 2 inches
Date and hoar of initial waver filling `►" 5- 21-90 100 (rndiai water filling 12 �yc� bom
I I d ' wed b maipain r least 1I inches of water deptie ahok foe at least 4 Automatic siphon
6
Muimurn water depth above hole bottom during tnr iffid a
TMte
Time
interval.
minute
MeamnemaM. Drop in waW
inches level, inches
pemolation
nae. Reemb
minwei per
inch
8:04
prefill
6
8:15
8:45
5-1/316
5.2 30 min
8t48
9:18
5-7/16
5.5
9:21
19,51
5-1/4
5.7
haeatatiott rate w 5.5 ..iaMrea per inch.
CERT.100627
PERCOLATION TEST DATA SKEET
hteoWioasea te"apmeileby S-4 Testing, Inc. — 5-22-90 .Mins„ 8116 a�
.d.,
Too bok iYaldw Rd. , Hole mmbct 3 ,Dntehokwaspit 5-21-90
Dant et bok - . — 12 , Dirnsw of
Soil dna has tea bole:
Dcpb, inches Soil sestwe
0 - 8" Topsoil dark brown loam
8' - 12' Brown clay loam
Me, bodof scnschiag sidewd
D44h of gravel in bottom of bnk 2 ----inches
5-21-90 10:00A12
Dhour idal au AIA hoof .nwow filling Depth of initial water filling +aha above hole, boaw
Metlnd used to maintala a ka:' '? inches of water depth in We rot at kart 4 lasers Automatic siphon
6
Mani num water depth above hole bottom during *a im&n
Tina Percolation
Tiny interval. Mcuumment.Drop in water rose. Rematb
Minton inches =1. inches mimneiper
inch
820•, pre fiI1 6
8:16 8246 6 5.0 30 rain
8t47 9:17 5-5/8 5.3 '
9222 9:52 5-7/16 5.5 • '
hnroiation no • 9.�nutes per inch.