HomeMy WebLinkAbout1993 Septic system design & permitPERCOLA TION TEST
&
MmiNI) SYSI EM DESIGN
1-OR
Tony Bidcn Construction
4100 Bcrckshirc Lane
Plymouth MN 55446
559-0251
Sn I- LOCATION:
2290 Abington Way
t jrono MN
I icimepin County
PKI :i'ARI-[) UY:
DON’S BACKIlOE AND EXCAVATING
11585-llimiST.
COLOGNE,MN 55J22
(6l2)46(.-5959
M.P.C.A. CHK IIMCATI-S
«758 & //2368
July 29. 1993
J
S^Q,
July 29.1993
Tony Eiden Construcliun
4100 Berkshire Lane
Plymouth MN 55446
RE; Septic system design and
percolation test for; 2290 Abington Way
Orono MN
Hennepin County
We were retained by Mr. Tony Eiden of Tony Eiden Construction to provide criteria for the
design and installation of an indi\ idual sanitary sewage treatment system to handle the sewage
flow generated by water-use appliances within a single family dwelling.
PROCEDURE
A total of six (6) soil percolation tests were |)crformed on July 29, 1993 in areas to the south
west of the proposed dwelling.
In addition, six (6) soil boring's were drilled with a 2" i.d.x 3 1/4" o.d. Hand auger to check for
the position of the ground water table and to identify the underlying soil types. Location of tests
and boring's are shown on the site plan.
The percolation tests wcie performed in accordance svith the provisions of "Minnesota Pollution
Control Agency Rules and Standaids Chapter 7080". The percolation test holes were drilled to a
alternate mound depth of 12 inches with a 5" i.d. x 6" o.d. auger. Two inches of pea gravel were
placed in the bottom of each hole to prevent scoring. Water was then added to the test holes and
replenished as necessary-, maintaining a saturation, each hole was refilled to a 12-inch head of
water over the bottom, and the (K'lcolation tests commenced.
%
PERCOLATION TKS I RK.SilLTS
Results of percolation tests at holes P-1, P-2, P-3, P-4, P-5 and P-6 are shown as observed.
Percolation rates in minutes per inch are indicated as shown below.
P-1 P-2 P-3 P-5 P-6
48 mpi 57 mpi 51 mpi 34 mpi 57 mpi 39 mpi
Secondary Site Ave. 52 mpi
SOIL BORING’S
M
Black Clay Loam
Dk Brown Clay Loam
Yellow Clay Loam
0 -28"
28"- 50"
50" - 60"
Mottling observed at 56"
B-J
Black Clay Loam
Yellow Clay Loam
Yellow Red Grey Clay
0 -12"
l2"-24"
24" - 60"
Mottling ob.servcd at 24"
B-5
Black Clay Loam
Dark Brown Clay Loam
Lt Brown Clay l oam
Yellow Red Sandy Clay
Primary Site Ave. 43 mpi
Black Clay Loam
Yellow Clay Loam
Olive Red Grey Clay
0 -10"
10"-23"
23" - 60"
Mottling observed at 23"
Black Clay Loam
Yellow Clay Loam
Olive Grey Red Clay
Sandy Clay
0 - 16"
16"-22"
22" - 32"
32" - 60"
Mottling observed at 40"
0-12" Black Clay Loam 0-4"
12" - 20" Dk Brown Clay Loam 4" - 22"
20" - 32" Olive Red Grey Clay 22" - 60"
32" - 60"
Mottling observed at 32"Mottling observed at 23"
DESIGN REOtllRKMKN IS
Considering the soil data and minimum design requirements of the Septic System Ordinance, our
proposal is as tbllows:
Construct a Mound System based on a water usage of900 gallons per day, for a 6 bedroom ty|x;
I.
900 gpd X .83 sq. ft. gppd = 747 sq. ft. bed area-minimum design size.
Proposed Design Size 10' x 75' bed = 750 sq. It. bed area
2- 1250 gal. tank
1- 1250 gat. pump tank
CONSTRDCIION
Soil Surface preparation
A 2 inch discharge pipe from the pump to end of the mound area shall be installed prior to soil
surface preparation. 1 he trench e.xcavated to install the discharge pipe shall be carefully
backfilled and compacted to prevent seepage of elllucnt.
The total area selected Ibr the mound, including that under the dikes, shall be roughened in order
to thoroughly break up any existing sod layers and to provide a suitable transition zone between
the original soil and the sand la> er of the mound, fhe area shall be roughened only when the
moisture content of the soil 8 inches below the surface is drier than the plastic limit. The plastic
limit is the soil moisture e nl below which the soil may be manipulated for pur|X)ses of
installing a soil treatment system, and above which manipulation will cause compaction and
puddling. Surface preparation or scarification will be jK'rlbrmed with a back-hoe bucket. There
shall be no dead furrow in the mound construction area.
Mound construction shall proceed immediately after surface preparation is completed. Every
effort should be taken to prevent rain from falling on the prepared soil surface.
Construction Materials & Di.stributiun of Effluent
A clean washed sand layer shall be placed where the filter (rock bed) material is to be U.cated.
This sand layer must be at least 13-inches deejv and sliould be deep enough to level area for
mound. A crawler tractor with a blade or bucket shall be used to move the sand into place. At
least 6 inches of sand shall be kept under tlic tracks to minimize compaction of the scarified
layer. The sand layer upon which the filter material is placed shall be level from side to side and
end to end. Only clean sand is to be used. A depth of at least 9 inches of clean rock I 1/4 inch
diameter to 2 1/2 inches in diameter, shall be placed on the sand layer prior to installing the
distribution pipe.
Pressure Distribution
Effluent shall be distributed over the filter material by a 2 inch diameter perforated pipe under
pressure. Perforation holes shall be 1/4 inch in diameter drilled in a straight line along the length
of the pipe. Hole spacing shall be 36 inches. 1 loles shall be drilled straight into the pipe and not
at an angle. A sharp drill shall be used and any burrs in the inside or outside of the pipe shall be
removed. The perforated pipe laterals shall be installed level with the perforations downward.
The perforated pipe laterals shall be connected to a 2 inch diameter manifold pipe and shall have
their ends capped. The laterals shall be spaced no further than 40 inches on center and no further
than 20 inches from the edge of the filter material.
The manifold pipe shall be conneeted to the supply pipe from the pump, fhe manifold shall be
sloped toward the pump for complete drain back of effluent.
Pump and Collection Tank
A pump shall be used to deliver eniucnt to the mound. The pump shall be cast iron or bronze
fitted with stainless steel screws or constructed of other wound, durable and corrosion-resistant
materials. Location of pump tank and septic tank can be optional due to the use of a pressurized
mound.
An alarm device shall be installed to warn of pump failure. The dosing chamber will be sized for
a minimum of 2 days of restricted use due to amount of daily use.
Pump Discharge
The pump discharge ca|xicity is based on the perforation spacing and (K‘rforation diameter. This
system has individual lateral lengths of 73 feet: laterals will be 2 inch plastic pi|x; with 1/4 inch
perforations spaced 36-inches apart. This size w ill require 6.2 C !*M |K*r 100 .square feet of bed
area. A 56 GPM minimum pump discharge capacity is required, fhe pump diseharge head shall
be at least 5 feet greater than the head required to overcome the pi|x: friction loss and the
elevation dilTerencc between the pump and the iKiforated laterals of the pressure distribution
system, which is minimum of (see pump sheet) 22 • foot head.
The quantity ofetTIuent delivered each pump cycle should be at least 230 gallons, but no more
than 260 gallons per cycle.
The amount of cflluent pumped ))cr cycle depends on the surface area of the pumping tank and
the setting of the pump start and stop. A relatively large pumping tank surface area is needed
with a small pump out depth.
There are several pumping situations that can be used with this on-site sewage treatment system.
These situations should be in concurrence with the City Ordinance and the contractor installing
the system.
Inspection Pipe
A vertical inspection pipe at least 1 1/2 inches in diameter to the lH>ttom shall be installed in the
rock layer of the moutjd. I'he ins|>ection pipe shall be located at an end opjx)site from where the
sewage tank ellluent enters the rock layer, fhe ins|>cction pipe shall have 3/8 inch, or larger,
perforations spaced vertically no more than 6 inches apart. At least 2 perforations shall be
located in the rock layer. The inspection pi|K ’ shall e.xtend to the bottom of the rock layer with
an elbow beneath it and shall be capped flush with or above the ilnished grade.
MOUND DESIGN WORKSHOEl'
(I'or Flows up lo 1200 gpd)1
A. FLOW
Estimaled
or measured
. gpd (see pages D-7 or 1-3,4,5)
_ gpd X 1.5 =_____________.
B. SEPTIC TANK LIQUID VOLUMES
Ballons (scgallons (see j^ages C-3 or C-5)
Z3
C. SOILS (refer lo site evalualion)
1. Depth lo reslricling layer =
2. Deplh of percolation tests =
3. Percolation rale ^7
4. Land slope _
______inches
/'J- inches
13
inpi
lUtinialcil Sewage l*kmt in (iallimf pa day
(gpd)
Number
of
Urdrcafinc
Typel Type II T)|ic 111
2 3()0 225 IRO
3 450 300 21H 611%
4 600 375 2Vi el !)(•
5 750 450 294 valict
in
6 900 525 332 YJ-7 1050 600 370nl?00 675 4 OR III
cnlumw
Srplk lanh rt|iM In
Numivr of Mini/iium 1 iqtfiil Liquid capni ity «iih
llrtlionmi ('•l*aciiy gathjfc di«p«i««|
2ih Irii 7 50 IIM
1fw4 Kill IVl)
4of 6 15411 J250
7.lw9 2(11)RID
over 9
\
D. ROCK LAYER DIMENSIONS
1. Multiply flow rale by 0.83 lo obtain required area of rock
layer: Daily Flow x 0.83 =
gpd X 0.83 sq. ft./gpd = IVl sq. fl.
2. Select width of rock layer (It) feet or less) = / O ft.
3. Length of rock layer = Area + Width
nh sq. ft. ■' fl. = fl.Rock Bed
E. ROCK VOLUME
1. Multiply rock area by rock deplh lo gel cubic feel of rock;
fl. X / fl. =‘2i£ cu. fl.
2. Divide cu. fl. by 27 cu. ft./cu. yd. to gel cubic yards;
'Tj JL cu. fl. + 27 = cu. yd.
3. Multiply cubic yards by 1.4 lo gel weight of rock in tons;
cu. yd. X 1.4 lon/cu. yd. tons.
Length ‘
75 '
VVkllh ,Jl0j.L
i
F.
1.
2.
ADSORPTION WIDTII
Percolation rale in lop 12 inches of .soil is 7 inpi
Select allowable soil loading rale fn»in table on page E-;
- iind/fP
AlKMiriillim Wiillli Sl7.lii|>Ttil>lc
3.
4.
Calculate adsorption width ratio by dividing rock layer
loading rale of 1.20 gpd/fP by allowable soil loading rale;
1.20 gpd/fP + _i_irRpd /ft' =
Check Ihis value on }>a^e L- ld.
Multiply adsorption width ratio by rock layer width lo gel
required adsorption width;
Pciiolaiioti Kale
ill Mimitc« |*cr
liKh (MPI)
Soil Tciiufc
('.BlIoMI
JH ’I day |»«*i
WIII.VC (lN>l
Ratio of
Ahiotpiion «idih
to Koci 1 nyer
Widih
raM«r than 0 1 •Co;iisc Sand
0.1 to 5 Sami 1 20 1 00
0 Uii 5 ••Pine Sam! *•0(4)200
6 lots Sandy Loam 07‘)15?1610 Ul l.onni 014)?m
.31 10 45 Sill 1 oain 0.50 2 41)
46 hi 14)Clny Loam 045 .2 67
N) to 1 ?0 (lay 0.24 500
Slnvirr than
no***Clay
G.
1.
DOWNSLOPE DIKE WIDTH
If landslope is 3% or more, subtract rock layer width from
adsorption uddth to obtain minimum downslope dike toe
AT- ft - ML. ft» n feel
i. Enter table with landslope and imslope dik
Select dike multiplier of oQ
;e ratio.
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: x 2La = y/7 feet
f. Add depth of clean sand for slope difference (2b) at
downslope edge, to tiie mound height at the upslope edge
of rock layer (2c) to find tlie downslope height;
ft +__!_ ft = M feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of &..A- 7
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 4.^7 x = r2li^ feel
i. Compare the values of step G. 1 and Step G.21i Select tlie
greater of the two values as the downslope dike widtli;
____feet
K'
j. Total mound width is the sum of
upslope dike (G.2e) width plus rock
layer width (D.2) plus
downslope dike width(G.2i); %
in ft + m ft + ?r ft = feet ^
k. Total mound length is the sum of
upslope dike width (G.2e) plus rock layer
length (D.3) plus upslojK* dike width (G.2e);
)l) ft ft + }{ ^ ft = feel
UpilMt Width
JiLfttt
« V » Jl
UpflOM Wl)l«
—iSL utt
’ ■ ■
■M
wicI mL u*-
pp* witfih
. f«»t
}:l 11 S:l M 7:1
Upskipc
M tl 7:1 •;!
Aslope
0 ^0 4.0 SO ao 7.0
1 417 S:ft 4^4 7M
2 119 4 3S 4 42 114
1 3J0 454 SM 732 (144
4 3 41 4 74 4IS 71W 9 72
3 351 5tn 4 47 4 57 10.77
4 3 44 5 74 7.14 9 34 12lf7
7 350 S.54 7.49 I0J4 13.73
• 39S VM •31 1154 1591
9 411 9W not 1992
__10 4J1 i^47;2 _____lOJ)_____ I5W 23JS
12 4f^ 7 49 175 0 21 41 4 1 75
10 40 5.0 4.0 7.0 10
2.91 3 45 4.74 5.44 4 54 7 41
2 41 3.70 4.54 5.34 414 4 90
2.75 3 57 4.35 5 « 5 79 4.45
2.44 3 45 4.17 4S4 5.44 404
241 331 400 4.42 5.19 571
2M 3 23 3 45 4.41 4.93 5.41
2 44 3 12 3.70 4 2.1 4 70 5.13
242 3 in yS7 4 IK 4 49 4M
234 194^ 3.45 390 4 JO 4 45
. 131 /"2I14> 3 33 3.75 4.12 444
124 ^174 3/1 341 3 95 4J4
121 170 3.12 3 49 3 m 400
ruMrscm cTi oN frocedure
A. Determine pump capacity:
Gravity Distribution
1. Minimum suggcsicd is 6(M) (;nllons per hour (10 gpm) (u stay alK’ad of
water use rate.
2. Maximum suggested for ilelivery to a dr<»p Ih >x of a liome system is 2,700
gallons per hour (45 gpm) to pievent build-op of pressure in tirop Intx.
Pressure Distribution
3. a. Select number of jicrforated laterals 3
b. Select jK*rforalion spacing = ft.
trro PEnrouAnoN of a PcnronAieo LATEnAt
-0««et C*tftr
&-JEW
c. Subtract 2 ft. from the rock layer length.
Kock Uyet h
cl. DclcrniiH? Ihc number of spaces bel ween perforaliuns.
Lengih perf. spacing = l i ^ ft ♦ . fl. = tO 7 spaces
V spaces 1 = i V 5 perforalions/laleral
Mulliply perforalions |>er lateral by number of laterals to
c.
f.
gU lotal nimiber of perforations.
l4r. * perforations.
fv
. feet
(II (2) (3c)
TOTAL IltAD / "2. feet
Laomy Sand Uyar
Claon S«i»d Loyar
Layer ef Ctatfittlt fobrit tef l»»
/ * tn»h toyer of Iwy •r «lre« tavtrtd
^ . with tfd^taita paper)
“Vrnr -/ti Ltatl 17' la Cdat
■ al Hack Laftf
• Farfutaibmi Laea»a4 •!
BaitaiM af Laitipl
V— --------—^^ Oilftnal Sail Froperly Searifted
Btlart Flacinf Sand Layrf
TAIH.F. or PERFORATION DISCI lARCES IN C.FM
pSttiTCiafal
B-
SELECTED TUMI’ CAPACITY gpm
I). Determine head requirements:
1. Elevation difference between pump and point of discharge.
—<L2_fcet
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 pi|^H.' diameter.
Read friction loss in feet |>er ItX) feet from table.
F.L « ft./l(K) fl of pijrc
b. Determine lotal pipe length from pump to discharge
point. Add 25 percent to pijn? length for fitting
loss, or use a fitting loss cirart. Equivalent pipe
length -1.25 times pijjc length = .
^ S X 1.25 = !()(; feel
c. Calculate total friction loss by mulliplyiog
friction loss In ft/ l(K) ft by equivalent pipe lengih. ^
Total friction loss = x__»1(M) = J
4. Total head required is the sum of elevation difference,
special head requirements, and tola! friction loss.
1 lc.id rcrfoialioii diameter (itKlics)
v„V,
l.Cb 03<>
------■*^^.90
2.0b 0.80 1.01
2.5 0.89 1.17
3.0 0.98 1.28
4.0 1.13 1.47
5.0 1.26 1.65
aUse 1.0 fool of Iwad for lesidenlial systems.
bUsr 2.0 feet of Iwad for other esIabFishments
Pi|ic Length
2. Pump selection
■ 1. A pump must be selected lo deliver at least gpm (Step A)
with at least 2.^ feet of total head (Step U).
I.Sinch 2.0 inch 3.0 inch
gp„l rtlction Imt pcf 100 fl of pipe
to 0.69 0.20
12 0.96 0.28
H 1.28 0.38
16 1.63 0.48
IK 2.03 o.r»o
20 2.47 0.73 0.11
25 3.73 l.ll 0.16
30 5.23 1.55 0.23
35 7.90 2.06 0.30do11.07 2.64 0.39
45 14.73 3.28 0.48
50
55
0.58
0.70
60 ”5.60 0.82
wm iTiXin^f rump Slatiuii
V,
!• Dcicriiiiite Surface Aiea
Kcclaiigic « Aiea e L x W
Circle > Area «ii x (KaUius)'
3.Mx_____X
..•!<|U.1IC fcc'l
_____squaic feci
-----IxnBih
VVidih 4^
Ollier a Gel Siiifacc Aiea fiuin Maniifacluier
_____s«|i. arc fed -y
2. Calculate Galluiis Per IikIi
1 liere arc 75 |>alkiiis |»er cubic luni uf vuIuiik', llicicfoie you imisl imilli|>ly llic aiea
limes Iliccoiivcrsiuii faclor aiiU ilivkle by 12 loclics |»cr foul lo calculale);aliuiis |)er iiKli
Area x 75 uiifl * 12 IikIis ikt foolArea x 75 g|ifl * 12 IikIis |K>r fool
--------X75 + 12 -2jLL i;alloiis/liich f)\\nirCr/o>V* Xr
3. Calculale Callous lo Cover riim|> (ivilli 2 indies u( ivaler covci inj* |niiii|i)
(I lei(*lit (ill)-I 2 indies) x |;iillons/indi (1/2)
(—JJL. +_2=__) * - "ipp gallons
4. Calculale‘1‘ulal ruiii|>oul Voliiine
a. To iiiaxiiiiize |miiii|i lile seletl sump si/.e for 4 lo 5 pom|* operalions |>er Jay.
-iP.D__|;|hI 4 *»____iL?_Sl_ {’.allons pei ilose
), b. Calculale drainbnek
1. De(eriiiiiiulo(alpi|ieleiif,lli. J*$r feel.
2. Ueleriniiie lk|iikl volume uf /~). ^ jf»iillons |h i IlMIftxi.
3. Mullii)lyleii)>lli by volume: Uiaiiil>adc<|oanlily >•
feel X 1(H) fI. = /^T j;al
L.«(iiiialc«l !icwiii;c Tliiw* in Ualluii; ivr 0.i\
(riH/)
"liuliiiici
tif
IICillINHIIS
: IT' i-c il iMtclll Tv|tcIv
2 •22.1 180
3 1 .OKI 218
<t 375 •\r
3 7.10 •110
6 V(K).125 yn
7 |0V»600 370 !;•
illK12C ,408 III
CttlmitMs
c. total pump oiK volume CH|uals tiose volume ^ Jiainback
5. Calculale Volume for Alarm (lypitally 2 Ui 3 Indies)
Oeplli (ill) X i^alloiis/iiich (f>2) s
-X.Z33b */7 nalltiiis
6. Calculale Keser vc Capacity (75% die daily flow)
Dally flow (sc>e page D-7) x .75 =
X .75■ gallons
(liM ,<t - (t k!k8)Oslliuu r • *
gallons 1.2;')vn
•IS 10.5K
2 17.43
2.5
3
4 66.1
7. Calculale lulol I'tilluiis
31^ ♦ &HSL. ‘ JO.
8. iolailX’plli (Iolal I'allon divi<l( «l by gallon Iter indi)
I 'iolalGallon (1/7) 4-gallun/iiidi (/I2)
. imlii's
J. rioal Separation Distance (et|ual lolal piim|Hiiil volume)
Total pumpout volume («4c) 4 I'allons/indi («2)
JOys indies
lo .il l*um|H)ul Vwlu;i»
1
if.T.
Hiom (itCTWJjnoi
U DmoUi Sit Hr BiCArtUon Oii/
m— DaioUa Swfac* Ural»«(«
IfM.TMAiWMtIfMtt
till f "• ----------- W«>*
imwBori (Sirttflrtlt
U«BetM Pr«pos«i ElmsUco
?•«
1
I
i
J
Test hole lucetIon "Z. J
Dale test hole was pi ■■paiod 7*
UlaMeter oC hole,__(p ___ Judies.
f ihile iiuwbef 7^—
j Depth oC hole bottom, Indies.
Soli data liom test hole!
Depth, liidicM
n-zS
rj-'in
Soil texture
iMarJ< Ck„ L^i^Ckn 1
J>0'6>0
T^K(ifL>iAJA Ls€*aA
iletliod of surnldilm> aldewnll
_____iAtJ
rri^j/LU ri
Indies.Depth of pea-slzeil j'lavel In bottuiii of hole, ^
Date and hour of InJl. lal wnler fItlliiB
Depth of Initial waLm IJlHiip,,_ _/^_ _ _Inches above hole bottom.
iit30 f.
Method used to maintain at least 12 Indies of water depth In hole lor at least
4 hours
I’ercolatlon test ieailin|<s made by
7 " Stan ln|> atU ' —«-v^_(date)
during test.
(irrm
~p. m
on
Maximum water depth above hole butto
Inches.
Time
Time
Interval,
Mliuitcs
j^ae_
blqq...
‘7*3/5
_ 3^.__
30
3cf
liiclien
Drop In water
level. Inches
rerculatlon
rate,
minutes per
Inch
R(!iii;u*k8
—//i/s. .vr
..jm "V/3?J/i
fiy'i W /7/
—
rerculatlon rate ”
I
minutes per Inch.
lluie miinbur J-*-~Icot liolo lvvj%\.Lw /}/y, yyhw
DaLo teat lioJ« wa» |'i . |>!U i .l___7' ~^ZCr-'jR __, of liole buLLuin. /Z- inches.
Uiuntelei' of hole,_(p Judies.
Soil data fiuin lest Iml.u:
Soil textureUei'lli,
_JSLr.Z3
z.’i - 0 -0 - J]A7§_m£^
lluLliud of scraldiliu’ •! Iilvv/.i I.J.
f/e dfftY 0/€*f CA v »7
Z3"
Uei'lli of jiea-nlr.ed n'-*vel. In buLLoni of hole, ^
Unte niul liom uT In I Mill w.iior f 1.1.1 lii(>___'/ ~
Indies.
/:tX7
Indies above hole buttuiii.Ue|iLli of l.iilllal. wal.<*i lllllnj;, _ /2,
Method lined lo iiiaLiilalii at least U. liidioM oC water depth In hole for at least
A hours ______
retcuJ.nlluii Le?«L ie;ullnj*n in.-ulf! hy
(date)
during test,
sLaiI lug at
M ^/ liiclies.
____Sr* • naxliiium watot dei’Lli above lioie but to
oil
Time
‘llllie
Intelval,
MLiinlna
30
?;xy5~-.30 ___
__30 —
llf*a!aii.einniil,
I lichen
n ..
Drop In water-
level, indies
reicuXaLluii
IfllC,
iiiiiuiLee pet
liicli
Kcmaiko
_ •V32 _ S7
. .ii/jz „SI £r7/fnlS-L - ...XJ _
4
rerculalluii rate "S?___Iiiliuitea per liidi.
JlLiisiJjTest lioln
Ualc L«Bt hole waa
Uiaweter «C liuie,__^___ liidieB.
Iluie iiuiHbci:
, DeiiLli uC liuie bullom, Inches*
Soil data Iium test hole!
Uei'lli, Indi'-a
___a^dz .....
JZlZ^.....
Sull texture
PklacA C?4ty Lconf
dJeu f
lluLliutl uC scrntdiiiu’, •! Itlt»wai 1
Indies.Dei'lli of iien-ulzeJ j'lavrl In buLLuin oC liule*
Dale aiitl hour uf IiiJl Ini wnl wr f LI..I.ln(» *7-2
Ueptli of J.iiiLJ.dl wul«*i 11I I III)',____/Z-______ Indies abuve liule buttum.
i:oo ^4
ilelliud uaeil Lu imtliil.i I ii «il least IZ Indies oC water (le|>lli In liule for at least
/| hums
I'erculatiuii test iea.llii|'n ina.le by ■'^rMr\eC.\A/^/\ftJ
7“ atm I hiK at _ElLO
(doTe) -------
during tent, _____/VI. Indies.
on
Maximum water de|itli abuve hole butte
r- .
lime
lime
Interval ,
Minutes
3v
QiMO 3/7
liirlicu
l)ro|» In water-
level, Indies
I'erculatiun
rate,
minutes |ier
Indi
Keiiiarks
. !i
II •Vsz
s/
n/iz~S’/
— nj3z..S/^'2
.
■
........
..
—
rereulntlun rate »iiilnutun |icr Indi. ,
jL.
Teat liolo locution '//•/V Hoi® iiuwbct
UuLe Lebt Iiolo wno pi-i’ai cil 7-______, Ue|»lli oI hole boUpin, J 2- Inches.
Ulaiueter oC hole,__(fi___Judies.
Soil data Crum test hole:
Uei'lh, Inclif'.M
___a-Jk ................
5^ • ^ *L
Soil texture
j[\fac.k Cl/fjij Lcci/t/
ijf //tU CJI^if Lla/tt
Pp Jl CJ*
.^.1^.0.
Iletliod of scialchJiu* nlilcwall
^Vg. tC ii t-VAy _______
Dciilh oC {M*ii-ulr.ed j^ ivcl In boLLom ot hole, ^
Uute niul hour of Init ial wat er f ti lling V - 2
Inches.
Ueplh of InlUal waK i II IMiiji,___/Z______ Inches above hole boLLom.
lleLhod no».| to walnlain at least IZ Inches of water depth In hole for at least
h hours _______________________________
I’ercolallon test rea.linns made by \rJir\AC.ij^/^.>i J ______________
------' ‘"r. -'t —^JS.______________________• *bixlmum water depth above liole botlo
during tent, j'L. Inches.
on
lime
'IMmc
Interva 1,
MLmites
9.^5'
9:i/<30
—
a!;iii uiiKMil 1
liirlicii
Orup In water
level, Inches
I’ercolatlon
rate,
minutes per
Inch
Koitiaiko
n'k AiJ ty.l'MJ'/l __________
_____________39
“
------------------—
------
l*ercuialluii rate ^3^
rfi
itiiiuilua |ioi* liidi.
h
IcBt liolo loein iuii z 79/y ///i. t //:v ^r/w/i llolo iiuwber P- ^
Uale test hole wns |m . ,.;m.,| lJe|itli oC hole bottom, /Z- Indies.
UioMeter oC hole,__^___ Indies.
Soil data ftoM test liuLe!
beplh, liidovi
____i2j=./L2L
____/2 •
Soil texture
2^-3 Z
^4ty Lccknf
____Lca/tf
—- _ “y f .
llelliotJ of surntcliJm* m I ttyw;i 1.1 ^<ii•/(£.
L'f • /^f'/hJn Clc%vt ________
Uei'tli of i»ea-olzeil ki-‘vo1 In bottom of hole,
Dote ami hour of lull Ini w.iler filling___7-2
Inches.
Jacc
Inches above hole bottom.Uepth of InUlal waK r I I lllng,___/2,
llethotl used to malnl.ila at least U. Inches of water depth In hole for uL least
ft holts
I’ercolallon test leadings made by .\rJm£CiA/.i.y/,/
"7~ stalling al. J\'Z^
(date) p.m.
during test, /'/i- Inches.
on
Maximum water depth above hole botto
Time
T.IIIIU
IlllUt Vllly
t:^o 3o
-RiZQ
^iso
3o
20
easoicment,
Indicu
11 top In water
level, liiches
Percolallon
rate,
minutes per
Inch
Kemarko
/f'm .r?
Jl/JZ.S'")
*7/3Z^rn "T'^----
‘
........
.. .
---------------------
Percolation role « __ _mlnutuo pur Inch.
II..)I I'HiA Jinr.r.i
»
Icot liol« 27x1/ .
Date teat lioJe waa |M**|>ai(*(l
Jk * 'i/W \^nttj Hole number ^
, DepUi uC hole boLLuin, /Inches.
UiaweLer uC hole,__(p___ Jnclies.
Soli data iLum test hole:
Uei'lh. IndoMi
O-H
Soil texture
V?2_~JKA
Zl-Crc)
J ^ ,/ •Iq ¥ /'a3 ‘i-
tletliud of ecralcliJm', •ilib’wall
Ueptli of |n!o-olr.ed j'l .tvtvl lii boLLoin of hole,
Date and hour of .lii.lt Ini wnl er Cllllny ___V " 2
Dei'tli of lultlnl Wjit.<'i lllllni;,
Inches.
/z
t\00 ^4
Inches above hole bottom.
Ilethod used to mnl.iilnIii nl. least \1 Inches of water depth In hole tor at least
/» hours _ _ _ _ _ _ _
I’ercolatlon test leadinj ’s made by
7* ^7-93 »tn" Inf, at
/'Z.
(date)
during tent,
-p.m.
on
tUixlmum water depth above hole buU e
Inches.
Time Interval,
IILiuilea
l1(’a!Mii.einniil ,
Inclieo
Drop In water
level. Inches
Percolation
rate,
mlnntcs per
Inch
Ueiiiarko
.. _^hz
- -)iiu__SjLf vaJo_ i lh ~SjQ V/7
JtyM.----
--
I'erculatlon rate «3^)minuted per Inch.
4
■!
r CITY OF ORONO
SEPTIC SYSTEM APPROVAL
CITY of ORONO
Municipal Offices
Post Office Box 66
Ci^stal Bay, MinnesoU 55323-0066
LOCATION: Abington Way
OWNER:
GENERAL CONTRACTOR: Tony Eiden Con^PTIC CONTRACTOR: Don’s Backhoe & Exc.
SITE EVALUATOR: Don's Backhoe & Exc. REPORT DATE: July 29, 199 3________
The City of Orono has Rejected___________yoy,. on-site system design as of August 12, 1993
(approved-disapproved) (date)
with tlie following comments:_The proposed arainfield sites are located on sites
with slopes greater than 6% (IQSj - 12%) where lesser slopes are present
elsewhere on the lot. Also, the drainfield sites located on the site
plan are not the proper dimensions and would not meet setback requirements
Ap<™Unu.st
be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is
enclosed.
NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior approval of the
Inspector (473-7357). Call for inspections 24 hours in advance.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must remain
in place until final site grading. Approval to pour footings will not be granted until the Iirspections Department
has verified that primary and alternate sites are adequately protected.
NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20’
of tested drainfield sites either before or after system construction. Compaction of these areas could render them
unusable prohibiting the timely completion and or limiting the long term use of the property.
A site copy will be available at the City Offices for the septic contractor.
CITY OI' ORONf
Stephen Weekman, On-site Systems Manager
TELEniONE-473-7357 • rAX-4734)510
'T' “ )
CITY OF ORONO
SEPTIC SYSTEM APPROVAL
CITY of ORONO
MunkiiMlOnim
Post Office Box 66
Crystal Bay, MinnesoU 553234W66
LOCATION; 2240 Abington Way
OWNER:Tony Eiden
SEPTIC CONTRACTOR:GENERAL CONTRACTOR:____________
July 29, 1993 Revised on
SITE EVALUATOR: Don ' s Backhoe & Excav. REPORT DATE: August 23, 199 3
The City of Orono has Approved your on-site system design as of August 24, 1993
(approved-disapproved) (date)
with the following comments: ^ driveway is extended from the rear of the
residence, the asphalt must maintain a 20' setback from the drainfield
area. Variances have been granted for mound drainfield sites on greater
than 6% slopes (8% primary, 10% alternate) as no other sites are available.
THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must
be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is
enclosed.
NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior approval of the
Inspector (473-7357) Call for inspections 24 hours in advance.
all drainfield areas must be fenced off prior to building site excavation and fencing must remain
in place until final site grading. Approval to pour footings will not be granted until the Inspections Department
has verified that primary and alternate sites are adequately protected.
NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipntent, etc.) is allowed within 20’
of tested drainfield sites either before or after system construction. Compaction of these areas could render them
unusable prohibiting the timely completion and or limiting the long term use of the property.
A site copy will be available at the City Offices for the septic contractor.
CITY OF 0|WN(^
Stephen W-wlcm'an, On site Systenis Manager
rEUJ ’110NK-47.V7.tS7 • fi\X-47.V0.«;in
PERCOLATION TEST
&
MOUND SYSTEM DESIGN
FOR
Tony Eiden Construction
4100 Berckshire Lane
Plymouth MN 55446
559-0251
SITE LOCATION:
2290 Abington Way
Orono MN
Hennepin County
PREPARED BY:
DON’S BACKHOE AND EXCAVATING
1I585-U0TH ST.
COLOGNE ,MN 55321
(612) 466-5959
M.P.C.A. CERTIFICATES
«758 & m68
July 29.1993
Revised on August 23,1993
►
July 29.1993
Tony Eidcn Construction
4100 Berkshire Lane
Plymouth MN 55446
RE; Septic system design and
percolation test for, 2290 Abington Way
Orono MN
Hennepin County
We were retained by Mr. Tony Eiden of Tony Eiden Construction to provide criteria for the
design and installation of an individual sanitary sewage treatment system to handle the sewage
flow generated by water-use appliances within a single family dwelling.
£RQCEPVRE
A total of six (6) soil percolation tests were performed on July 29,1993 in areas to the south
west of the proposed dwelling. On Ausust 23,1993 six percolation tests were performed to the
east of the proposed dwelling.
In addition, six (6) soil boring's were drilled with a 2" i.d.x 3 1/4" o.d. Hand auger to check for
the position of the ground water table and to identify the underlying soil types. Location of tests
and boring’s are shown on the site plan.
The percolation tests were performed in accordance with the provisions of "Minnesota Pollution
Control Agency Rules and Standards Chapter 7080". The percolation test holes were drilled to a
alternate mound depth of 12 inches with a 5" i d. x 6" o.d. auger. Two inches of pea gravel were
placed in the bottom of each hole to prevent scoring. Water was then added to the test holes and
replenished as necessary, maintaining a saturation, each hole was refilled to a 1 2-inch head of
water over the bottom, and the percolation tests commenced.
PERCOLATION TEST RESULTS
Results of percolation tests at holes P-1, P-2, P-3, P4, P-5 and P-6 are shown as observed.
Percolation rates in minutes per inch are indicated as shown below.
P-1 P-3
34 mpi 57 inpi 39 mpi
Primary Site Ave. 43 mpi
P-4 P-5 P-6
30 mpi 27 mpi 17 mpi
Secondary Site Ave. 25 mpi
SOIL BORING’S
£bl
Black Clay Loam
Yellow Clay Loam
Olive Grey Red Clay
Yellow Sandy Clay
Mottling observed at 40"
fc3
Black Clay Loam
Dk Brown Clay Loam
Olive Red Grey Clay
Mottling observed at 23"
Black Clay Loam
Dark Brown Clay Loam
Dk Brown Sandy Clay
0-16" Black Clay Loam
16". 22" Dk Brown Clay Loam
22" • 32" Lt Brown Clay Loam
32" - 60" Yellow Red Sandy Clay
Mottling observed at 32"
0 - 4" Black Clay Loam
4" - 22" Dk Brown Clay Loam
22"-60" Yellow Clay Loam
Mottling observed at 32"
0 -12"
12"-20"
20" • 32"
32"-60"
0-21"
21".32"
32"-60"
0 -16" Black Clay Loam 0 - 8"
16" - 29" Dk Brown Clay Loam 8" - 15"
29" - 60" Dk Brown Sandy Clay 15" - 60"
Mottling observed at 27"Mottling observH at 38"
DESIGN RFOiriRFMENTS
Considering the soil data and minimum design requirements of the Septic System Ordinance, our
proposal is as follows;
Construct a Mound System based on a water usage of 900 gallons per day, for a 6 bedroom type
1.
900 gpd X .83 sq. ft. gppd = 747 sq. ft. bed area-minimum design size.
Proposed Design Size 10' x 75* bed 750 sq. ft. bed area.
2- 1250 gal. tank
!• 1250 gal. pump tank
CONSTRUCTION PRQCEDCIIE FOR A SEWAGE TREATMENT MOUND
Soil Surface preparation
A 2 inch discharge pipe from the pump to end of the mound area shall be installed prior to soil
surface preparation. The trench excavated to install the discharge pipe shall be carefully
backfilled and compacted to prevent seepage of effluent.
The total area selected for the mound, including that under the dikes, shall be roughened in order
to thoroughly break up any existing sod layers and to provide a suitable transition zone between
the original soil and the sand layer of the mound. The area shall be roughened only when the
moisture content of the soil 8 inches below the surface is drier than the plastic limit. The plastic
limit is the soil moisture content below which the soil may be manipulated for purposes of
installing a soil treatment system, and above which manipulation will cause compaction and
puddling. Surface preparation or scarification will be performed with a back-hoe bucket. There
shall be no dead furrow in the mound construction area.
Mound construction shall proceed immediately after surface preparation is completed. Every
effort should be taken to prevent rain from falling on the prepared soil surface.
Gon-tfriictlon Malerialii A Diatribution of Effluent
A clean washed sand layer shall be placed where the filter (rock bed) material is to be located.
This sand layer must be at least 13>inches deep and should be deep enough to level area for
mound. A crawler tractor with a blade or bucket shall be used to move the sand into place. At
least 6 inches of sand shall be kept under the tracks to minimize compaction of the scarified
layer. The sand layer upon which the filter material is placed shall be level from side to side and
end to end. Only clean sand is to be used. A depth of at least 9 inches of clean rock 1 1/4 inch
diameter to 2 1/2 inches in diameter, shall be placed on the sand layer prior to installing the
distribution pipe.
Pressure Piatributlon
Effluent shall be distributed over the filter material by a 2 inch diameter perforated pipe under
pressure. Perforation holes shall be 1/4 inch in diameter drilled in a straight line along the length
of the pipe. Hole spacing shall be 36 inches. Holes shall be drilled straight into the pipe and not
at an angle. A sharp drill shall be used and any burrs in the inside or outside of the pipe shall be
removed. The perforated pipe laterals shall be installed level with the perforations downward.
The perforated pipe laterals shall be connected to a 2 inch diameter manifold pipe and shall have
their ends capped. The laterals shall be spaced no further than 40 inches on center and no further
than 20 inches from the edge of the filter material.
The manifold pipe shall be connected to the supply pipe from the pump. The manifold shall be
sloped toward the pump for complete drain back of effiuent.
Pump and rollection Tan k
A pump shall be used to deliver effiuent to the mound. The pump shall be cast iron or brom^e
fitted with stainless steel screws or constructed of other wound, durable and corrosion-resistant
materials. Location of pump tank and septic tank can be optional due to the use of a pressurized
mound.
An alarm device shall be installed to warn of pump failure. The dosing chamber will be sized for
a minimum of 2 days of restricted use due to amount of daily use.
Pump Discharge
The pump discharge capacity is based on the perforation spacing and perforation diameter. This
system has individual lateral lengths of 73 feet; laterals will be 2 inch plastic pipe with 1/4 inch
perforations spaced 36-inches apan. This size will require 6.2 GPM per 100 square feet of bed
area. A 56 GPM minimum pump discharge capacity is required. The pump discharge head shall
be at least 5 feet greater than the head required to overcome the pipe fricUon loss and the
elevation difference between the pump and the perforated laterals of the pressure distribution
system, which is minimum of (see pump sheet) 22 - foot head.
The quantity of effluent delivered each pump cycle should be at least 230 gallons, but no more
than 260 gallons per cycle.
The amount of effluent pumped per cycle depends on the surface area of tlie pumping tank and
the setting of the pump start and stop. A relatively large pumping tank surface area is needed
with a small pump out depth.
There are several pumping situations that can be used with this on-site sewage treatment system.
These situations should be in concurrence with the City Ordinance and the conuactor installing
the system.
A vertical inspection pipe at least 1 1/2 inches in diameter to the bottom shall be installed in the
rock layer of the mound. The inspection pipe shall be located at an end opposite from where the
sewage tank effluent enters the rock layer. The inspection pipe shall have 3/8 inch, or larger,
perforations spaced vertically no more th’n 6 inches apart. At least 2 perforations shall be
located in the rock layer. The inspeclioii n‘ -shall e.xtend to the bottom of the rock layer with
an elbow beneath it and shall be capped flush with or above the finished grade.
Set Back Requiremenfs
for the mound and tanks:
property line 20’
house 20'
well 75 ’
wetland 75'
driveway 10 ’
Pympjng of Septic Tanks.
The owner of any individual sewage treatment system must properly clean the septic tank or
tanks at least once every three (3) years or sooner if necessary in order to prevent the sludge
from reaching any point closer than 12 ” from the bottom of the outlet baffle or the scum from
reaching a point closer than 3*inches above the bottom of the outlet baffle.
Drainage and final landscaping
All surface waters must be kept away from the mound area. A drainage plan should be
completed to ensure that surface run-off from roof and parking surfaces are drained away from
the system.
To help the functioning of the mound system, it must be sodded or seeded. Shrubbuiy can be
planted around the
e base, but noLon top of the mound. If sod is not feasible the mound area shall be covered with
hay and seeded as to prevent erosion.
A water meter must be installed to measure all water entering this system.
NOTE ! y a chlorinated Hot tub Is Installed In the hppe tfaia must be daylightcd and DOt
Also, any sump pumps, pools, ground water, water softeners, or any other non-plumed water
devices must not be run into the septic system. To do so will void any and all warranties.
GENERAL
The contents of this site evaluation and design report are to be applied to the property listed,
reprints for other applications only with the permission of Donald Schneewind.
The soil conditions have been established at the test hole locations only. There may be
variations in soil stratigraphy between and around the boring’s, and interpolation and
extrapolation of the results is not warranted.
All requirements of this design shall be followed in order for the system to perform up to the
designed capabilities.
REFERENCES
Home Sewage Treatment
University of Minnesota
Agriculture Extension Service
Dave Gustafson
Extension Engineer
and
City of Orono
System ordinance
and
Minnesota Pollution Control Agency Rules
and Standards Chapter 7080
If you should have questions or need further information, you can contact staff at the City of
Orono (Zoning) or me at your convenience.
Sinderely,
Don’s Backhoe and Excavating
'i
....
BUM.I1 U«!Mlil.y> 1^1
il Dnv; iK<9<l i... vet r<jr ihcavtilMi Uil/
■ ■»Tf—. pmnt«a S'.irfac« HieUiaMo
UmotM I’loi'uitd Ulwtr.iwi
UohntM l!>«(slitig L'Awitllm
Tifi'f vf ••
• • V 'i' ^
q O^ f? ^ -
. h'
I '
f-
4 '
'.! $1 Ir^--® W -
CITY^£«-^
A
permit NO.
/
;j/;AFPROveD Ad.snsMnntO; ^ ^ -
•. A:'PROVED WITH CORRSBfllpf^ AS NOTcD
'^1 «f ,JP?i!6vEO;-i' flORREOt &;RESOB.JIT ;
: Vhc..C .,.;^A,n 'rtl- iirffcr yoiff fnfcmsUw*. All worK •»>
noiri^ni.t.:sindto!iy:-wi«'* '. >'•,..-;
SITE:A1 -' I I
T^iS»Lw<T
—r'z"fl'6*o'Tgo's-cfu"Si't"
pi'O"//'?•'
p</‘2''m"
i£vr /3 ‘^ " ■
'SSW*<5'3*'
SV(^"5 ’;"
l^'.lo*II'r
/gi ,
MOUND DESIGN WORKSHEET
(For Flows up lo 1200 gpd)
A. FLOW
Estimaled ^00 gpd (see pages D-7 or 1-3,4,5)
or measured gpd x 1.5 ■____________.
D. SEPTIC TANK LIQUID VOLUMES
-l-ilSa____gallons (see pagesC-3 or C-5)
C. SOILS (refer lo sile evalualion)
1. Depth lo rcslricling layer » __Inches
2. Depth of percolation tests «____/ _ inches
3. Percolation rate V 3 mpi
4. Land slope______^ %
ruimilfij Sewige Tlowi In Oilliini pit diy
(ipj)
Number
of
ncdriKvfni
IVpel Ty,« II m
2 300 225 IRO
3 450 300 218
4 600 375 250 o/u«
S 750 420 ’ It
6 9U0 525 132 V-7 1050 600 370 l| K
III%1200 675 4C8 "1
Icf Ik T^nk In
Number of
IVo4»0n«ni
Xfinunum |.Ii)uh1
Caftcity
l.iqultl cnjiKily with
Ittbiic Ji.potil
lorkM 750 1115
ioi4 lOfi IVI)
4 or 8 lS<f)2250
Uor9
0%Cf •
2nn 3«0
D. ROCK LAYER DIMENSIONS
. 1. Multiply flow rale by 0.83 lo obtain required area of rock
layer: Daily Flow x 0.83 «
^DO gpd x 0.83 sq. fl./gpd = iSO sq. ft.
2. Select width of rock layer (10 feel or les.s) = / P ft.
3. Length of rock layer» Area + Width =
n’^0 sq. ft. + JQ__ft. = yy ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
ISP sq. ft. x / ft. = X^cu. ft.
2. Divide cu. ft. by 27 cu. fl./cu. yd. lo get cubic yards;
ySPcu. ft. + 27 s cu. yd.
3. Multiply cubic yards by 1.4 lo get weight of rock in tons;
cu. yd. X 1.4 ton/cu. yd. »39 tons.
Rock Ded
.Vidlh £10 fk
1
F. ADSORPTION WIDTH
1. Percolation rate in lop 12 inches of soil i.s mpi
2. Select allowable soil loading rale from table on page E-;
■ ^ gpd/fP
3. Calculate adsorption width ratio by dividing rock layer
loading rale of 1.20 gpd/fP by allowable soil loading rate;
1,20 gpd/ft* + _j:i_ gpd/fl^s -a?, ___•
Check this value an E-16.
4. Multiply adsorption width ratio by rock layer width lo get
required adsorption width;
3.-/X
Ati.inrpliou WltlMi Slzlni;Tnb!c
KrcuUiliin Raw
III K^iiiuiei per
liich^MPn
Sod Tcaiufc
Oaibiii
|Kf day pCf
kluarc fiM>i
Hallo of
AMnipiIrm widih
III Layer
Wuliti
Pieter tilth 01 •COaiM .Saiul
0.Mu5 I 20 1.00
O.I lo5*‘Pine SaiMl ••OCO 2fO
6 10 IS Saiuly Lntin 0.79 !.52
I6I0.3Q I.OthI 060 2liU
31 10 43 Sill t,oim 030 2.4Q
46 lo 60 Clay Loam
CUy
045 267
60 to 1211 024 5.1W
Slo«^cr thin
I20***
Clay
▲ k. oOM^r-ou • Mf-< I
PUMP SIILI-C I ION rROCCDUHE
A. Determine pump capacity:
Grevily DisUiliution
‘ 1. Minimum luggesled is 6(X) gniluns }K'r hour (10 gpm) to stay ahead of
water use rale.
2. Maximum suggested for delivery to a drop Ihix of a home system is 2,700
gallons per hour (45 gpnO to prevent buil J-up of prcssuic in drop box.
Pressure Distribution
3. a. Select number of |)crfuratcd hiteials__
b. Select perforation spacing «______ft>
CNo pcnronATicM or « pcnroRArcD lATtnAL
-OfMl CM
Upitrl
c. Subtmi^ 2 ft. from lock layer length.,a;gfep.m.23.(1.
as.' ■"
Kii-yiirr*'
‘7
d. Determine the number of spaces K'tween |wrforations. *
Length perf. spacing ■ ft. ♦ J ft. ■ spaces
c. spaces♦ I • .iS^Tpcif«)r.-«iions/l:iicral
* f. Multiply perforations jw ialeral by number of laterals to
gel lolahttmber of perforations.
BSsr. perforations.
B-
SELBCTBO PUMf CAPACITY S/^ gpiii
6. Determine head requirements;
1. Elevation difference between pump ami point of discharge.
-1.2 - feet
2. If pumping to a pressure distribution system, add five feel for pressure
requlrH at manifotd ^
—J—feel
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
Read frkllpn loss In feel per 1U0 feel from table.
F.L * ft./1(» (l of pljK*
b. Determine lutai pipe lengili from pump to discitarge
poinl. Add 25 percent to pipe Icnglti for fitting
loss, or use a filling loss chan. Equivalent pipe
length • 1.25 limes pipe length « .
-g X 1.25 - 10 ^ feel
C. Calculate total friction loss by imiltiplying
friction loss in f(/1(X) ft by c(|uivi«k'nt pipe length. ^
Total friction loss ■ x__V.7(0 »i(H) - feel
4. Total head required Is the sum uf elevation difference,
special head requirenwnts. and total friction los.s.
/Z- . ♦ <
(1) (2) Oc)
TOTAL IILAD feet
Z, Pump felecUoit _
' i. A pump must be selected to deliver at least Su gpm (Step A)
wlUial least ^Z^feet of total head (Step D).
^•rs.fu.etl..r.l Uci
ClfM SW iMftt
TAUIJ: of rURFDKATION DlSCilARCUS IN Cl’M
I lr«a l*crr«»lton iliaiiwler (iiKlml
V.V.
0.56
2.0b
9 %
0.00
n ao 1 19c.a
3.0
A A
ii.Qy
0.90
111
1.1/
1.20
1l.V
94)
1.14
1.26
M7
145
aU^c t.O fool uf Imivl for letidtnllal tyitcmi.
Hhe r.n frrt of Iwad for ollw Hlatillihmtwto
Pipe Length
__llNu
Pnin^f DiMharge
Eleviilon Difference
MBb
1.5 inch 2.0 inch 3.0 inch
61'in Priciloit hm per lOU ft oT pipe
10 0.6»0.20
12 0.96 0.28
H 1.28 0.38ir>1.63 0.48
18 2.03 0.60
20 2.47 0.73 0.11
25 3.73 l.ll 0.16303.73 1..55 0.23
3.5 7.90 2.06 0.304011.07 2.64 0.39
43 14.73 3.28 0.48
SO
55 4I>0.38
0.70
6(1 ■0.82
i ufc K It .p‘-tif- ^o 1 t'
1. IXiui mine Surface Aiea
j Kcclun|;1tt ■ Aiea ■ L x W
'' X______•___
Circle • Area ■ n x (Katllus)’
3.Hx_____X_____-
. S(|u.iic fed
_____fi«|u.iic feel
l.ciinlli
r
Wi<ll|l
J.
Ollier •Gel Surface Area from Mamifacluier , / / \
_ iquaic feel ““^3*'
2. Calculale Gallons I’er Incli
TItere arc 15 gallons per cubic fool of volume, lliercfure you inusl imiiliply the area
limes lire conversion faclor anJ OiviJe by 12 incites per foot lo calculate gallons |Hrr inch '
Aren X 75 gpfl * ♦ 12 Inchs |ter fool
X 7.3 +12 ■ 22 s3- i;.illons/lnch '“S
3> Calculate Ciillons to Covci i'iim}i (tviih 2 liiclu*!: t»f tvaler cover lag pimip)
,U lelglit (In) + 2 Inches) x galliins/iitch (W2)
< "2- )xp3^ ■ J^/Lgathms
A. Calculale Tolol Pumpoul Volmm*
0. To ma^mlze piiinp life select aun^i^.e (or >1 lo 3 pomp operations per day.
b. Calculale ilr:tinb.-tek
1. D«icrmlnelolnlpl|>elenglli, leel^„
• 2. Determine lU|uM volume of pipe, yiJl gallons per lUUfeei.
9. Mulltplyleoglh by volume: Uiainhaek ip^itHy •
feel X JQj(ign|lons/ KHIII. ■ gallons.
(iMiiiialctJ S‘cu-ni c t'lows in Calloiir is-r
NdintMif
of
llL*0ioonis
T)itc 1 ‘l>|)clll ■'ir
2 1 7.25 IKII
3 1 ..twi 71?W
•1 O’l'l 37.5 *
.3 /.Ml 4:>o
a von .525 XH
7 HIM'CIH)3VU i:t
111Hi:i.', .'.7.5 4Ug ill
C«lnnitli
Cl 'I'olal pump oul volume ctiuals dose volume-i dralnback
gallons |)er dose r gallons • c3 */^ g.slluits
5. Calculale Volume for Alarm (lypieally 2 to 3 Inclies)
DcpIh (In) X gallons/iiKh \fil) e
~ X ■ */7 g.tlluns
6. Culculnla Keservu Cnp.u'lly {75% Ihe daily (f
Dally flow (sec page D*7) x .73 ■
, X.75• ^7^ gallons
bw)
5ji»r 0 irir'i)
1 •*. 1
V.77
. 1.5 10.58
2 17.43
2..*5 ^ ••
3 .Ji'i.'l
•1 06.1
7i Calculate lolal gniluns
gallons over jiump r gallons pompuul i gallons alai m * gallons reserve enpeity
M3 4 M4 C4fl 5 4ff 6
Hk. * iM, * JIX. < iK- ■ JM
8i Total DcpIh (Total gallon divkied hy gallon per hu.li|
2'otal Gallon (M7) s-gallun/liich (H2)
_____♦_____■_____tnvhf s
J. Huai Separation Distance (e(|Uitl Inlal pum|Hnil volume)
Total pumpout vuhmte ((Me) 4 ■•.nllons/incti (M2)
iiaZ4iill^^hKhcS
;i! Puin|K)ui \blua %
IkiX o __(2 cMj& ilUinlo y 7^*__ f
I Mill- liitlo wfiM III l•n!ll'(<ll 7m . IIudl Ii u C Iluili bulituin. li
Tnot
Date Lcul; Irnla wo» iiMM'ai.t’il_ 7 * ______i UepLli oT lioiu butlum, liicliea*
b.lum«l.«ii ot liola,__(p___iiicbea.
Bull lUta IiuM test bolus
Soil Lcxlui'cUu|illl, lm:b'.!0
j CLz-IA. -
.........
as-tz
____ih f/t l) (LlAt^ Lonni
uiuxUMk"
tiao
ItuLlioi] oC nci'utcliJiu', »lili.o.'.-ili ^ _______
Ucl'tli oC jicii- oisseJ sjiiivuL In bultoiii o£ bolu, ^ iucbea.
Dole oml bout «C inJi. Ini wnLui- f U Unu ___V- ________
Ue|»Lh of ].iilli;il. witini- n.l..U.si|’,i _____ Indies above bole bollomi
tIuLbuil uued Lo »iial.iil./iln nl Jnust J7. incbus ot wnLur dm»Lb In bole tor (il ieaat
t\ bouiB _
■Lfi
revcuiaLioii innt i9Jnll.n(;.a imulu by __.>/lJ on
sLiui Inn jjL ____• Ibmiinum wntof dci»lb above bole boUu
dui'iii(} t«(iL,_____Indies.
'lllliu
Tiiiiu
]iilei.vni,
ItliniluH
lliMittniciiiRiit,
J.injlsea
zjMzi:::...m
Utop III wotet
luvul, iiidiua
I’eircoltiLiuli
cute,
uiinuLes pet
Inch
'~yn AU
9t/S’
.
. ^0 .....ty
9:i/<-7/A-__
- - ------------------
--------------—
,
----------------------—-----------------------
------------------
----------------------
----------------------------------------------
-----------------------
UumaikB
r. I
reroolalloii ralo «.....-M-mlnoluu |iei' liidi.
> 1 ^
r • V
--— •< - — ...... .H.. 1^
* ioBl; liule lloln iiuwbci
Udl« UBt IiuJo vn9 ^•“•i»•‘lt••L.JL■'-J?i!e^ii_____. >>«PLli u£ liulu boUum, /Z> lucliM.
lUoiMltti oC Iluie,______Jiidied.
Soli data rium teat lu^ic:
Swll texluiabe|»llit Xiiditvi
J2:zJ2r....
.JlzZa.-
2^*32.
y^VZ^V , tAl t
• m^mmm «••••
3^
iialliuU of sui'ntcliJm’. n.lilt»w«JII
fkSA/kf
,j A ._ Ol^\J
Ueiali of ii'ia-ulKcd gi.-ivni in UuLLuin of lioXa, _ ___
Uat« and liout of J11J.1.Ini wniur flJ.Uii|{ V-
Xuch«a«
Jux>
U«|iili of XiiiLluJ. wul.f.i; liUliiK,___________ Xuctius ubovs lioXo buLloni.
Iletliod U3«d lu iiitiLiiUhi nt Joust U. Jnclics of watui* ileptli Xa tiuXa foi- iit ieaat
^ liouia ^ipkatJ
I’ai'coXatXoii lout L«a<Uiir,9 tn.iiJe by __on•••—• .■■ I ■ ^ ^ * 1 Tl^ - ^ ^ VM
t't —• HuKliMom watoi- da|>Ui above lioXe boUo
I • i * JduiXns tootf ____tucliee.
IXuie
U^O
Jiiza..9:xa
lime
Xatei viiXt
lUmilon
nontMii-eineiit,
liK'lieu
:.::je5C::Jfc.
Uiop Xu wutri’
XovuX» Xiiuliua
reicuXulXua
role,
mXuuLee t>«i‘
iucli
IU<m.ivko i
■r. '-m
s ^So _55i- .^J2o ___
__3i?-—
—lUit.T}
___•'flu-sy ---------------- y.
________
...--------------------’
•
------------------------
“ #
—
I
rercolaiXua rote •_______luIaolOD iiai* Xucit.
AOC--24
• b
-24-93 TUe 10:54
SOIL CONSULTANTS
SI24SS2SS7
04
i'cot lioj.0 JocrttXoit ^ ///>»'*'7llolu umiibei*
r
Uolo leat hole wna ___7",/^^-______» hei»lh ol hole hoUuiu, /iZ» litcheg.
UioiuaLui' of hole, __
Soli data rtuni test Imlei
Soil tUXtUTO
_ __({/ark Lcdfn____________
T\i* /?.. 7 aL
Uc|*Lh, liiHioa
........
H’ZZi
nhif%Zjr / '
Method oC flci'titcliJm*, .sldewnll
Ue|'th oC iica-Mixod j»r<iv«.l In buttum of hole,____^___ iiichea.
Date and hoof of liilU nl wntet CLlllny ___y >• 2 {/•* ________ilGO
Ue|*th of Initial waltsi rillJ»ij',»_____________ludtea above liole bottom.
Ilulhod iifjed to mnl.nliiln ol InasL V'l Inclina of watoc de|»Lli lu hole fot at leaat
houta ________________________________
rei'colallun teat iQ.-nllni'fi mode by _______________on
____7* atiii i I ih' III K * t!> S^!!f^ • Maximum wutet depth above hole bollo
(doTc “) '
dut'lng teoL,_____/ 'Z-____Indies.
time
•I'llMC
Inletval,
llliiuten
-~f-£:_ IP „9l2sl-..
—
______
tciiinnl,
died
Uiop in watnt
iev«>l, indies
I'etcolilLiuit
tala,
inliuites pet
liidi
Kcmatka
VjV 3^yv._._______________
yy-n
rerculaiioii late ^luliiuLoo pet Inch.
i
"je. lu ■.=>•* K u &uii- > r<fl jJ?L te 1 ^ o r*P . w ?:•
TcoL liulo lucnliMii Iluie iitimbci:
UaLo test hole wao pi »M’tuctl .
UJluHiekci' o[ hole, ___ Iiidien.
Soli data fLoin test liolci
Ueplli, liicti'.'M
-______________________
_2J-3 2-
DvpLli uC hole Lottoiu, Iiidiea.
Soli texLuie
lletliuil of ecidtolilm* ajilcwall
Uciali oC i>c2i»-ol^Gd lii .ivol In buUom uC hole, 2^
Uote and liout of liiUI.nl wnlcr fll.U»B
liichea •
liiulioa above hole bultum.Ueplh of Initial waLiu’ fllJl.iii>,__/2r-
tiuthud uaed l^iiiaLiilii In at least IZ liidios uC water depth In Itole for ot leuat
'• >“>»• •»!______________________________________,-1..__________________________________________________________
revcolatlou teat rea<Un(ja made by
3 _ aL{uLlii(; at_"ZL^Q
(dutel
oil
tiaxlmum water depth above hole buctu
during t«Ht,___/2>-___iiidiee.
Tiinu
H'.CO
Time
Intelvni,
MinuteB
tloanui emciit,
IndieB
Drop In water
level, indies
Tercuiatlon
rate,
inlmite0 per
Inch
-.......XL____/
......IX_________-J -•9a
__30....._____//_______/3a
Kumarke
—2T/5^
rercolaiiuit rate "inlmiLaa per Inch.
r %
AUC-24-9S TUE 13:44 R D ^1,24662667 P.01 /I
T«ot. ln»lo lu<;»il..lyn. ________________C2f'x^//.dL...... Uttiubcf __
bate Leiit lioJe w«9 11 «’|»»>i.y.t _______,t Doplli of liulw bol.Low,^^/Z—InclicB.
biuinetei* ot Itoin, ___ hiclicBf
Soil duta (turn Lmit liulcJ •
i)e|tlli, Im tf.'i
_______...
___Ut..2-t
Soil tcxlui'c
.•; /'
----------
,__Vi-s^j>n
---------------------- ------------ ^ ------------
llulliuil wt flcLultililiir, tlilfwiiU. J^niT^_____________
Uci'Ui of imu'iilxod j’,•••>•''«I l« boLltmi of luUo, __^ liiclictt.
Uuta amt lioui* of Ini' ImI wjiIoc nillinj ______
Ue|*lli of ItilLlal v/ai' T Hi.Ilti|*,____^2^,_____luoltcM ubove liolw bultum.
^ llallioa uaml U maliii;<in nl Inmji 12 lnclit>» of wtiiui- daiitti lii bole [of «t lodok
h liouira /\^---------r. ............................................ -------------
I'afculalluu U*hL lein'i.nf;fi imnta by _
'^'■1111 lin; Ml ___—.!!*•!!''' • tbixliiuiiu walQf deplli iibuvc hula bollo
(«loL«) I’'”'*
duflii| teut, _______________Indiuu.
t/ULhy/\::l.............................. oil
Tima
ti\0
SM-..
^:W
Time
Inlei v)il,llnn ‘rmi.nHic!iil,l)fO|> In wulof
lllnuiea liichuH level, Inctiua
St:::
JfJ _..iE __-~m__-Mi.___
mm . • ••
refculalloa
lalQ,
mluulQd )ief
Inch
_____^...
__c37..
-37
—
Kcmai*k9
-C^
I'cLcolnUoH rolo "__...^,.^^..7 _________inliint"!* f"!’ Inch,
«OC-24-5.« TOE K II «01U CUNSUUI«NTS 61246^2667
^ m kfl
Hvltt iiuuiboi'2a.Toot bvlo ............................ ..........
Uato tent Iwlo who r« t''1....3VJ?yr.S3_______. o£ IiuJ e bottom, Aiidioa.
Uiuuiotei' oC lioia, ___Jiictuiiji
Soil tlulfl fiOM toot li'itui
..ZLi.....
-^00.
Soil Icxliue
___/3/^cAi
---------
tlttUio«l uC Rcintclifiu', *'lilowfiiL
----
_______
i*C|*tli oC I'Oti-ulxctl yi.ivrl In buttom ot liMio, _ 2^ inclioe,
UuL« Will liowr or lull I II wniiii: fUllinj 2/'*^:3________J/J
bv|ilb oC liiltliil watiM I. IJ. ____________1iu:Ih4« ubovo liola bottom.
lloLlioil uuwl Uwii hill ill Ml h’list IZ liidiua ot wntof dc|itli in liul« foi* at lou«t
rei'uolQlluii tent leivl i ni'n m.-itlQ by
3__oliii ' Inn III 7*'2«^ __
(li'alc)
Uuiliin tent,___. ________ liicliuo.
•....
:ZO C“:VT
“I*. III.Hnxliiiow wntei ilci»tli above bole bollu
illHO
?.a
Tliiiti
Intel; Viil,
lilmiti>(i
3^
Itiui.'iiiteiiiciit,
.1 iiclicn
jP l .IHn
%Z1
l)to|‘ 111 watei-
1*1 vul, Jnoliue
zMz-zz
rerculntlou
into,
mliiuLca |iei‘
Indi
jZ
___tJ..
Koiiiaika
I
vmA
f~..«
ruioolutloii I III*; "/.7 ...............'-f I •• l'i':b.
l-» — -i. -»
. ^ ^ I t I *-* I t I s>o A
Sludge, or scplagc, Includes the scUlcd maicrials at ihc boito'M of llic
tank. (lie floating scum materials at die top of the tank and the liquid in
the lank at the time of clcanlnu. The septic tank should be cleaned
whenever the lop of (he sludge layer is closer than 12 inches lo the
bull out of llie otillcl baflle or whenever the botlom of llie scum
layer is closer llinii 3 Inches to Die boliuiu of (lie oullcl baffle. Uoth
conditions likely will not occur at the same time in a septic tank, but
either condition requires tank cleaning.
-PENCIL ,-----,
MANHOLE i
y a
ir
■4
SCUM CLEAR SPACE'—'ATTrli
-'•—ru.-r j.::_:^3zrA^rdl
tVr.V-*.*-. \
sludge 'y{'
A-U.l
“if.V
y CLEAN Out tank wi ieni
T V IS 3* on LESS on
V15 la* on LESS
»-
•OLACK COLOR
y DISTINGUISHES SLUDGE LAv^n rnoM liquid
measure scum gAND ^swdge accumulations
To determine scum acciimulaiiun, u.sc a tlnec-hich stpiarc piece of
wood attached to the bottom of a long stick, rush the measuring
device through the scum layer into the liquid layer. If the Stick is
carefully moved down and up, rc-sislance on tlic "foot" should locate
the txiUom of the scum layer. lupiipmeiU is also cueumcrcially avail
able to measure scum and sludge accimuilatlons.
Mark the stick at a convenient reference point when you feel the
bottom of the scum layer. With the same stick, locate the bottom of
the outlet btifflc. Determine die distance between the bottom of the
scum layer and the boliom of the outlet baffle by measuring the dis
tance between the marks on the stiek.
RUG- .5. lUfc. K 1» :»UXL. GUN.'r.UL-lMNrS to 1 -4 •=. fc. :*: fc-«b T H.
WATER TIGHT 0 LOCKAOLE ELECTRIC noX~\
PLUGS on ELECTRIC --------------------------------V
2" PVC CONDUIT SCHEDULE 00-----v
MANHOLE COVER CHAINED ft L0a<EDjN^5'^-5I
SEALED MANHOLE ^IINGS-^ j '
j--------------
SEALED TANK COVER-
PLASTIC ROPE on CHAIN
WITH ANCHOR-------
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT
_J-
SMU.T:£).F.F,Uf;y(Ii.7 ___-p/.-
PUMP CONTROL FLOAT—'
Klo?'®’'' coNNtctrow made
%
IT^AL grade
AT LEAST I2‘
OELOW GRADE
WIRE FROM POWER SUIW
rVpiPE IS LAID ON A UNIFORM SLOPE FROM
IF PIPE AT TANK MUST PE LOWER THAN
UNION TO GET ELEVATION FOR ORAINUACK,
A >/A INCH WEEP HOLE MUST OE USED
— WEEP HOLE
NOTES! ELECTRICAL WIRE FROM POWER SUPPLY
MUST NOT RUN OVER ANY TANKS BUT
MUST IJE LAID OESlOe OTHER TANKS
ANO MUST BE PLACED IN CONDUIT
ALONG POST
ELECTRICAL CORDS FROM PUMP AND
ILUAIS MUSr RE HUN THROUC.H
tUNUUir. W1RL5 CANNOT HAVE GROUND
CONTACT.
APPLICATION FOR SEPTIC SYSTEM PERMIT
CITY OP ORONO
Box 66 (1335 So Brown Rd)
Crystal Bay, MN 55323
***************************************************************************
General Instructions:
1. You may apply for septic system permits by mail or in person at the
City offices. However, permits will not be mailed out and must be
picked up in person at the City offices.
2.
3.
4.
5.
6.
Permits are not valid until you receive a permit card.
Work must not begin unless the permit card is available on the job
site.
Permits will be issued only to contractors holding a City of Orono
Septic System Installer's License.
All work must be done in accordance with the approved septic system
design. Design reports are not considered approved unless accompanied
by the "City of Orono Septic System Approval” cover sheet signed by
the City Inspector.
The following inspections will be required for all septic systems:
a) Pre-installation site inspection to include inspector, installer,
and general contractor.
b) Tank installation prior to covering.
c) Drainfield trench installation prior to covering. For mounds,
inspection is required after rough-up but prior to sand placement
(sand will be jar tested for silt content), and again during
pressure distribution piping installation in the rock bed.
d) Final inspection to verify proper final cover depths and to
verify that all pump station (where required) components are
functional and comply with codes.
7.Individual holding MPCA Installer Certificate shall be present during
installation. 24-hour notice is required for all inspections.
***************************************************************************
AI 4
JOB SITE ADDRESS: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Occupancy Type:
Owner' s Name: (dAw
Residential V
^ < cl-C C‘\
Commercial Other
Phone:
Mailing Address:_City:Zips.
Septic Contractor's Name:CAo\lcr /•!,'/( Lo X KC Bus. Phone:"723
Mailing Address:City: Skufc'Co/f c d
“ over - S ^37^
-EPTIC SYSTEM PERMIT APPLICATON - PAGE 2
Permit Type & Pees (check one)
X New Construction, Full System $100.00 . .
_ _ Repair or Replace Existing System $50.00,
•0.50 State surcharge added to above permit fees
SEE FEE SCHEDULE FOR NON-RESIDENTIAL PERMIT FEES
DO NOT MAIL PAYMENT WITH THIS APPLICATION
t**************************************************************************
JOTEs Applicant must initial all spaces,
check all appropriate boxes.
Fill in all appropriate blanks.
Initial
1.^^ I have received a copy of the system design including the
City of Orono Septic System Approval Cover Sheet.
d'-2.
A.
I will be installing the following:
Tanks: X Precast Concrete _ _Other
OMric-ii'V
Manufacturer
Tank Capacities: 1) / gal. 2) I gal. 3) jyo£^gal.
•yJ'
Pump Station (if required)
Pump make & model /) /M'(attach pump curve S
literature); system design requires gpm at _ _ _ _
of head. High water alarm make & model _ _ _ _ _ _ _ _ _ _.
Outside electrical work to be completed by installer
X. electrician
feet-^
other Inside electrical work
must be completed by electrician.
C.Treatment System:
Trenches:s.f.K Mound
Depth of rock below pipe
_ _ _ Drop Boxes
Distribution Box
Rock bed dimensions •
- Sand bed dimensions/To.'x
Pressure Dist. Pipe Diam. / 72
Manifold Pipe Diam. '2 '*
D. Final Cover/Topsoil to be:)(“ borrowed from site
(show location on site plan)
trucked in
****************************************************************************
The undersigned hereby applies to the City of Orono for issuance of a
septic system installation permit, agrees to do all work in strict
accordance with the ordinances of the City and the regulations of the State
of Minnesota, and certifies that all statements made on this application
are complete, true and correct.
Signature of Applicant:jt-nM Date: H
.-IPCA Certification No.:
PERMIT
CITY OF ORONO
2750 Kelley Parkway • P.O. Box 815
Orono, Minnesota 55356-0815
(612) 473-7357
PERMIT TYPE:
Permit Number;
Date Issued;IS
V2/29/93
& WATER
SITE ADDRESS:
2240 ABINGDON WAY
P.I.N.: 03-117-23-23-0009
DESCRIPTION:
SEPTIC SYSTEM
Sewer Water Perniit Type MEW SEPTIC SYSTE
Sewer & Water Work Type RESIDENCE
REMARKS:CITY OF orm
FEE SUMMARY:
FimWE OFFICE
1313300000 #
01 CEH 100.00
1222200000 U
Base Fee
Surcharge
Total Fee
$i00.00
’$100^10
01 GEH .50
CHECK TL 100.50
HECEIPT-THM YOU
0293660 cool ROl Tll:27
12/29/93
CONTRACTOR:- Applicant -OWNER:
CLOVER HIL.L COMPANY INC S72371BS El DEN TONY
BOX 226 2240 ABINGDON WAY
SHAKOPEE MN
(612) 723-715S
.96379 ORONO MN .56356
THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS
SPECIFIED AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF
ORONO ORDINANCES AND STATE OF MINNESOTA BUILDING CODE REQUIREMENTS.
APPLICANT/PEHMITEE SIGNATURE iccMcnn
J
J
c/ ISSUED BY: SIGNATURE