HomeMy WebLinkAboutSeptic issueTO: Jeanne A. Mabusth, Planning & Zoning Administrator
FROM: Stephen Weckman, On -Site Systems Manager
DATE: March 3, 1993
SUBJECT: # 1805 Bob Veronyak, 1425 Bay Ridge Rd. Subdivision - Variance
Public Hearing
Soil testing and septic system design has been rejected for the proposed subdivision for
several reasons. First, the proposed alternate drainfield site does not meet the required 20'
setbacks from the proposed property line nor the existing driveway. Second, the recently
adopted City Shoreland Regulations require that all existing septic systems within the shoreland
district be inspected to verify system conformity according to City and Pollution Control
Agency standards at any time a permit for or an intensification of a given property is proposed.
The soil testing performed near the existing system indicates that a high seasonal water table
is present, which will require the installation of mound systems. Therefore, the existing system
is defined as non -conforming and must be replaced within one year of the subdivision and an
additional drainfield site must be verified for this lot. Third, the site plan sent us by the
property owner indicates that the driveway for the proposed new lot is defined over the primary
and alternate drainfield sites for this lot. Also, two different site plans were enclosed, which
show the drainfield sites in two different locations. A new site plan must be submitted to clarify
this conflicting information.
As the information provided has been rejected, I would recommend tabling the
application until additional soil testing information can be provided. As described above, an
additional drainfield site must be defined for the existing residence and the proposed alternate
site defined must be redefined to meet the required setbacks. Also, the site plan must be altered
to show that the drainfield sites for the proposed new lot meet the required setbacks from the
lot line and driveway .
A"A
Alf
LOCATION: 1425 Bay Ridge Rd.
OWNER: Bob Veronyak
GENERAL CONTRACTOR:
CITY OF ORONO
SEPTIC SYSTEM APPROVAL
CITYof ORONO
Municipal Oitices
Post Office Box 66
Crystal Bay, Mhinmta 55323-Ii066
SEPTIC CONTRACTOR:
SITE EVALUATOR: R & D Soil ConsultantsREPORT DATE: November 19, 1992
The City of Orono has Rejected
your on -site system design as of March 2, 1993
(approved -disapproved) (date)
with the following comments: See Attached Letter
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 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 OF ORONO
By
Stephen an, On -site Systems Manager
TELEPHONE — 473-7357 • FAX - 473-MIO
Your soil testing and system design has been rejected. First,
the proposed alternate drainfield site does not meet the required
20' setbacks from the proposed property line nor the existing
driveway. Second, the recently adopted City Shoreland Regulations
require that all existing septic systems within the shoreland
district be inspected to verify system conformity at any time a
permit for or an intensification of a given property is proposed.
Therefore, the existing system must be inspected to determine
conformity with the City of Orono Septic Code. if the system is
defined as non -conforming, it must be replaced within one year of
the subdivision and an, alternate drainfield site must be verified
for this lot. Third, the site plan sent us by the property owner
indicates that the driveway for the proposed new lot is defined
over the primary and alternate drainfield sites for this lot.
Also, two different site plans were enclosed, which show the
drainfield sites in two different locations. A new site plan must
be submitted to clarify this conflicting information.
Be advised that the City requires notification when soil
testing is being performed, especially when frost is in the ground
or site limitations are encountered. A lot of time and money could
be saved by consulting City staff regarding soil testing
requirements before extensive testing has been completed. Please
contact me at the City offices if there are any questions.
CITY OF ORONO - VARIANCE APPLICATION
Initial Application Fee $175.00
($50.00 per each additional variance)
Renewal Variance Fee $100.00
(no change from original application)
Variance -for non conforming use $2.00.-00
After -the -Fact Fees (Double.application fee)
------------------------------------ --------------
PROPERTY INFORMATION
Site Address 1407 .BAY RIDGE_ RD. WAYZATA, MN. 55391
Property Identif.. Number (P.I.D.) 10-1_17-23-34-0001
Attach legal description to application if not
included on required survey.
is'ryC4i� p5+3 �; xws-t
CCTV OF ORONO
PINANDE DF ICL
13510,ivviivv
��{�
CPI
3�)% 4 uus 4+,-, 0.'v'
0.
#26581V COW R01 TO
01Zr -
Date Property Acquired (month/year)
I (do) (do not) also own the adjacent parcels of land.
Present use of property: presidential __�_other(specify)
Zoning District:
APPLICANT Phone (home) 476-1435
Name kOBERT VORONYAK Phone (work) 559-1711
Address: P,O. Box 147 city: LoNG LAKE, P1fi,zip: 55355
---------------------------------------------------------------------------
OWNER Cif different than applicant)
Name
Phone (home)
Phone (work)
Address: City: zip:
---------------------------------------------------------------------------
DESCRIPTION OF REQUEST Estimated Construction Cost $_790,000.00
Describe request in detail: 1
AND SJDF SET BACK,
---------------------------------------------------------------------------
VARIANCES REQUIRED
X Lot Area X_ Lot Width Hardcover Lot Coverage
X Setback:' " Front X Side Rear Average Lakeshore
.Other (specify)
EMMSHIP/bESCRIPTION OF UNUSUAL PROPERTY CONDITIONS
Describe undue hardship or practical difficulty and unusual property
conditions preventing compliance with Zoning Code requirements:
PLOTTED BEFORE 2 ACRE ZONING REQU I REPIEPIT . ALL EXISTING IIEVELOPtiENT
_ R❑ c r= n n m F n p M r= R Z n ni r ni r_ NO q.14 1 T 1 A PIA-L 6 A N•P—A-kcA1_6 A R'�.{ . .- ��
(attach additional sheets if necessary)
REQUIRED SUBMITTALS
All of the following information must be submitted by the application
deadline date in order for your application to be considered complete:
1. X Completed Application Form
2.__X_Certified Property Owners List of owners within 150' (you must obtain
this list from Hennepin County Department of Finance A--603 Govt Center
. 348--3271) .
3 Plat Map. (obtained with property owners list).
4'Cert.ficate of survey (signed by a licensed surveyor) to include
hardcover calculations as required (provide one (1) copy 83"x1l" for
reproduction).
5.X Topographic survey (existing and proposed elevations) if any changes
1h "exi sting grade are proposed (provide one copy 8h"xll") •
6. X Sketches or plans of f loor & elevation views (provide 1 copy 81"x1l").
7.. As an addendum to this application, please attach a separate list of
any other persons you wish notified of this application.
S. Additional items as may be requested by City staff.
The Applicant and Property Owner must sign this application. Please
remember that your variance application is not complete if the above
information has not been included.
---------------------------------------------------------------------------
APPLICANT'S SIGNATURE
The applicant hereby agrees to provide all information required or
requested by the Zoning Administrator, agrees to pay additional fees (staff
time not covered by original fee payment) and/or consultant expenses
incurred in review of this application, and certifies that the information
supplied is true and correct to the best of his/her knowledge.
Applicant's Signature i Vt Date 2-19-93 _
OWNERS SIGNATURE
The owner hereby ackowledges and agrees to this application and further
authorizes reasonable entry onto the property by City staff, consultants,
agents, Commission members, and Council members for purposes of investiga-
tion and verification of this request.
Owner's Signature Date
Applicant must have all submittals into the City offices 25 days before the
Planning Commission Meeting. Planning Commission Meetings are held on the
third Monday of each month. Applicants must be present at all scheduled
review meetings of the Planning Commission and Council. If an applicant is
unable to attend a scheduled meeting, please make arrangements to have an
authorized agent attend in your place and to advise the Building & Zoning
Office of this change prior to the meeting.
.�
^
PERCULATION TEST
and
Mound System Design
For
Bob Voronyak
' t425 Bay Ridge Rd
WayzatA ON .. `
55391,
Syt' 'ocation:
140 Bay Ridge- Rd
Wayzata MN
55391
Orono Zoning
Prepared By
R & D Soil Consultants
11585 110th St.
Cologne, MN 55322
(612) '466-2667
M.P C.A. Certification *758
^
November 19, 1992
Bob Voronyak
1435 Bay Ridge Rd
Wayzata MN 55391
RE: Septic system design and
percolation tests for;
Minnesota Pollution
Control Agency
1407 Bay Ridge Rd
Wayzata MN 55391
Orono zoning
We were retained by Mr. Voronyak to provide criteria for the
design and installation of an individual sanitary sewage
treatment system to handle the sewage flow generated by w�ter-use
appliances within a single family dwelling,.
A total of six (6) soil percolation tests were performed on
November 6, 1992 at a representative areas to the west of the
dwelling.
In addition, four (4) soil borings were drilled with a 2" i.d. x
3 1/4" m.d. Hand auger to check for the position of the ground
water tab1e and to identify the underlying soil types. Location
of tests- and borings 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 perc.:olation tests holes were
drilled to a alternate mound depth of 12 irlches with a 5" i.d x
6" ��.d. auger. Two inches of pea gravel were placed in ^
bottom of each hole to prevent scoring. Water was then added to
the test holes and replenished as necessary, maintaining a
12-inch head of wat�r over the bottom. After a period of
saturation, each hole was refilled to a 12-inch head of water
ovt�,r the bottom, and the percolation tests commenced.
Voronyak
November
19, 1992
Page 2
Percolation Test Results
Results of percolation
tests
at holes P-l'P-2,P-3 and P-4
are
shown
as observed. Perco%ation
rates in
minutes per inch are indicated
as shown below:
P-1 hole P-2 hole
P-3
hole
P-4 hole P-5 hole P-6
ho1e
28 mpi 29 mpi
31
mpi
30 mpi 28 mpi
27 mpi
Secondary Site 29
mp1
Primary site - 28 mpi
Soil Borings (Secondary
site)
B-1
B-2
Black clay loam
V
- 12"
Black clay loam
0
12"
Lt. brown sandy clay
12"
32"
Lt. brown sandy clay
12"
34"
Sand
32"
- 50"
Sand
34"
50"
Yellow clay
50"
60"
Yellow Silty clay
50"
Mottling at 38"
Mottling at 42"
B-3
B-4(Primary
site)
Black clay loam
V
- 08"
Black clay loam
0
- 12"
Lt. brown sandy loam
8"
32"
Lt brown sandy clay
12"
48"
Yellow clay sandy
32"
- 60"
Yellow clay
- 60"
Mottling at 4()"
Mottling at 34"
B-5
B-6
Black clay loam
V
1�2"
Black clay loam
12"
Lt brown sandy clay
12" -
38"
Lt brown sandy clay
12"
- 34"
Yellow Ssandy clay
38"
60"
YeIlow sandy clay
34"
- 6()19
Mottling at 32"
Mottling at 30"
Dfe i gn Requirements
November 19, 1992
COnSsidiPIring the {s{:}Zls data and minimum design
requirements Of the Septic System ordinanc•_a, our proposal is
as follows:
Construct a Mound d Syst f m based 1--:01 a W it r:.!'r LASRge of 75()
gallons per clay, for 3 Bedroom Type I.
454 grid x .63 sq. f t . pgpd = 373 sq.. feet Eyed
area --minimum design size
Proposed De<.si.gn Sire 1.0 x 40 bed = 400 sq. ft bed area.,
1'- :000 gal. t.arlk.
1- 1250 gal.. tank
1— 1000 gal. pump tan!•::
Consst r uc: t i on f- r c,F,.-dur e For A S ewiige Tr e: at r!Ient MOL.tns:i
Soil Sur f ac f. Preparation
A_f_Fi.nc:h�discharge
..pir.-)�wfrom the pL.tmiz) try erlci of the mound
are --A shall be in=st-_llled j�rior to <.•aoilsurface pr�`F.1erati-:-Jl.
The trench r^xcavated to install the discharge pipe sahall. L)te
carefully back —filled and compacted to prevent sewage of
is=f fIuent.
The total area ssel.e..,teci for the mc,Und, incl.L.tdi.ng that
!_udder the dikes, shall be rr-)ughlened in order to thoroughly
bre::ak up any existing sod layers an .to provide a suit,aj } ::
transition zone between the original sr.:�X1 and the sand laver
c:-f the mound. The area shall be roughened only when the, f
rricii store content of 'thlk` ss.:.il S inches below til4: surface is
drier than thle:• plastik_: limit. The plastic: limit is the stoil.
moisture cc_intent below whli.c.h the soil May tie ManiPulated finr
purposes of installing a ssrii•l treatment system, and above
whif:.h Manipt..tlation will cause compaction and puddling.
Surface preparation or ssc:arifi.c-ati-nn will, be, performed with
a back -hoe bt..tcket. There shall be no dead furrow in the
riiound construction area„
I~I.�L.tnd constrL.tctiOrV shlall proceed immediately aftexr sL.tr'far_.e
preparation is C-Ompleted. Every effort should be taken tc,..
prevent rain frorn falling on the prepared soil. surface.,
Consstructicin Materials & Distribution of Effluent
A� .le_cit1-4Jashle,Ld ��
,and lElvershallbe- pla-:.ed�where^tile filter
t:rock: tied? mate-rial is to be located., This sand layer must
be at least, 12-- inches; deep and should be deep enough to
level area for mv.)L.tnd. A crawler tractor with a blade �r
bt_tct-cet shall be: used to riie-we the *sand into, plane. At lcsa��'t
6 inches of sand shall be kept under the trac-ks t.:,) mini.rrtii.. •.'a
compaction Of the scarified layer. The sane.[ layer upon
which the filter material is placed shall be level from side
to side and end to end. Only c1ean sand i to be used.
Bob VoronyEak:
November 19, 1992
A depth Of at least 9 i.r•tcche"�ss of clear, rocj< :l 1/4 inch
diarr,eter to 2 1/2 inches in diame::ter, shall be, placed on the
siand layer prier to installing the distribution pipe.
Pressure Distribution
F"ffluerttTs�hal.lWl�eTdis.tributted over the filter material by a
1 1/2 inch diameter perforated pipe t..tnder prt�sssat,Are�„
P,L' ,rfc.iration hol.e�,s sshal.l. be 1/4 inch in diame-ter drilled in as
straight l.:ir7e. along tile length of the pipe. i4ole, spacing
shta:l.l. be SE inches. holes shall I:ae c:}r•i•lled straight into
the: pipe and not at an angle. A sharp drill shall be' uS_set.l
and any burrs in the inside or ot-sts:sidc: of the pipe shall be
rt-rrecived. The perforated piper laterals shall be installed
level with the perfcara-tionss downward.
'The perforated pipe laterals shall be c-onnectet_i to a 2 :irte.ht
diauieteyr manifold pipe artc:l shall have their ends capped.
'They laterals:; ':shall be s }:?r c. E—d no fuarther than dso in,=hers on
center and no ft..trther than 2.0 inches from the edge of the
fiIter rficate•ri4.1
hie ntanifolc;l pipe shall. lae 170nneCte*d to the Supply pipe franT,
the- pump. Then manifold shall be sloped toward the pump for
complete drain bact� Of of flc.rent.
PutrrEp and collection Tank:
A�I.►LAmpWshall bey�ussed Tto deliver eaf f:l a.tent to the mound. The
I;3t.tml:.► shall be cast ircin or bronze fitted with sstCainles s
steel. screws Or c:onstruc•ted of rather s:sound, durable and
corrosion -resistant niat-ttrialsa. Locatic-n of pl, mp tank and
seh:►ti.} tank Cat) be OptionKal dWL- tC; the use of ra presst,.trized
mound.
An alarm device ssshal.l be installed to warm of pump failt..tre.
The dosing chamber will be sized fi:nr a minimurrr of 2 days of
restricted Use dc.re t0 arrrount Of daily use.
Pt_trrip Discharge
-Fhearpurrip�discharge >=:K-ap�:lrity i s based mtin the perforation
spar::ing and perforatie-n diameter. Thiss system has
i.nd:i.vidual lateral lengths of 40 -feet; laterals:; will Imes 2
inch plastic: pil:je with 1/4 inch perforations spaced
36---i aches al --)art.. This size will rc:cic.ti.re B [:GPM per 100
s~,t:lt-tare feet Of l�eci. area., A 32 GPM minimum pt-trrip discharge
c apac:ity is recaL.tirLd. The Inutmp discharge. head shall be �jt
least 5 feet greater than the head re tjt.tired to overcome the
pipe friction l.os-; and they elevatican difference between the
pt-trrip and till perforated laterals i-af tile pressure
distribr..ttion system, which is; miniffIL ) of (sews pump sheet')
2 2- foot head..
Bob Voronyak
November 19, 1992
The quantity of effluent delivered each pump cycle should be
at least 110 gallons, but no more than 130 gallons per
cycle.
The amount of effluent pumped per 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 uspdwith
this on —site sewage treatment system. These situations
should should be in concurrence with the County Ordinance and the
contractor installing the system.
Inspection Pipe
----------------
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 than six inches
apart. At least two perforations shall be located in the
rock layer. The inspection pipe shall extend to the bottom
of the rock layer with an elbow beneath it and shall be
capped flush with or above the finished grade.
Pail:] Voronyak
November 19, 199
MAINTENANCE lumping e;,'f Septic Tanks. The owner of any
indi.vi.dual.�sewage treatment system M-it.rr.•rl.d properly clearl the:,
Se17tic tank or tanks at least orlr.=Qre every two (2) years or
Sooner if necessary sary 11`1 or€iej- to flrevt--nt the Sludge from
reaching any Mardi -it -.-T riser than 12" from the lxottorri of the
outlet baffle or thre s ct.xm from reaching a poi.rlt closer than
3--inches aP.at_v-F the bottom, c-.f the cutlaat baffle.
Drainage arld final Landscaping
All SLArface wci'berss must be f• capt eaway from they mouncl-ar't'a. A
dr-Eainlge? Plat, SPIould be ccirjiple=ted to ensure that surface
run-off from roof and [lark.i.ng surfaces are drained away -fr{::.[Tt
the system.
To help
the functioni.r'rg Of tl'le IriOUnd
system,
it must be
sc-dded
or <_��=e �:9t�cl. Shrubbery can be
planted
around the lust,
but NOT
on tc-ip of the ffIC' nd. If sod
is nat
feesiAble the
rrEOr.rrld -ar ea s1•ral l be covered with !'lay and seeded as to
prevent errosion.
A water meter i-m.4sst 1-)e installed to Me': aSUr e -al.). wat e.r
entering this syste=rl).
NOTE: If a chlorinated [-lot tub is installed in the hou-;e
i 3- s must «be^dayl. i ght e3(j F.And not pl. Umbed into- the septic - -
says,tem. � Chlorine Doe-T..; f::ill bacteria in these ptic tanks.
Bob Voronyak
General
November 19, 1992
The contents of this site evaluation and design report are
to be applied to the property listed --reprints for other
application only with the permission of Donald Gchneewind.
The soil conditions have been established at the test hole
locations only. There may be variations in so{I
stratigraphy between and around the borings, 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 Sewagf treatment
University of Minnesota
Agriculture Extension Service
Roger E. Machmier
Extension Engineer
And
Orono City
System Ordinence
and
Minnesota Pollution Control Agency Rules
and Standards Chapter 7080
If you should have questions or need further information,
you can contact staff at City of Orono(zoning) or me at your
convenience.
Si�cer��y
'
R
&
D So Is Condu1tants
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated �_ gpd (seepages D-7 or I-3, 4, 5)
or measured gpd x 1.5 =
B. SEPTIC TANK LIQUID VOLUMES
1 • !a3-D 5 -A r !j allons (see pages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = S o inches
2. Depth of percolation tests = i inches
3. Percolation rate �tf mpi
4. Land slope 0 �_%
D. ROCK LAYER DIMENSIONS
I. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
q6h gpd x 0.83 sq. ft./gpd = 3 /3.Ssq. ft.=qt�°
2. Select width of rock layer 00 feet or less) _ _ /O ft.
3. Length of rock layer = Area + Width =
qcn sq. ft. = 0 ft. = fo ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
sq. ft. x ft. = ol> cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
AcD cu. ft. - 27 = ±1? cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
, cu. yd. x 1.4 ton/cu. yd. = .JJ tons.
P. AU5U1tY"11UN WIDTH
1. Percolation rate in top 12 inches of soil is c�'F mpi
2. Select allowable soil loading rate from table on page E-;
�b gpd/ftz
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft' by allowable soil loading rate;
1.20 gpd/ft' _- t gpd/ft'_ , do
Check this value ot1 page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
cox fa ft= o')� ft
-11
Estimated 5ewagc)'lows in Callms ptr duy
(gpd)
,ium xr
of
.I.ypc I
'Type li
Type III
jj
71V
Bedrooms
2
300
225
180
3
450
XXl
218
60%
4
600
375
256
ord.
5
750
450
294
ralucr
in
6
900
525
332
Tpps I.
7
1050
6W
370
lu
B
1200
5
L2
408
1 column
Septic Tank copacilie; In
Rallanr
Number or
Minimum Liquid
I Liquid capw:iiywith
Iledrooms
Capacity
aarhage dirl+usal
2 or tell
750
1125
3 or 4
IOIXI
15M
4 w 6
ISM
2250
7• 11 or 9
2(XX}
31XX1
oror 9
......
Rock lied
:r�::r :•:.�.
T
Width s
••Length••-
i
Ahsnrplion Width Stunt: Table
I'MrOlMliOn Rate
in Minutes per
Inch (Mill)
Soil Teslure
Gallons
per day per
syusre foot
itatio of
Absorption width
it, flack Layer
Width
Faster than 0.1 +
Coarse-S•rtxl
...__
0.1 to 5
Sand
1.20
1.00
0.1 to 5 -
Fine Sand ++
0.60
2A)
61015
Sandy Loam
0.79
1,52
1610 30
Loom
0.60
2.IX1
31 to45
Silt Loam
0.50
2.40
46 to 60
Clay Loam
0.45
2.67
60 to 120
Clay
0.24
5.OU
Slower than
Clay
120*i*
- Gb DOWNSLOPE DIKE WIDTH
1. If landslope is 2.9 percent or less, basal width includes both the
upslope and downslope dike widths,
2.
Calculate minimum mound size based on geornnetery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation _ I feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
x C % + 100 4 _ feet
c. Add depth of clean sand depth of clean sand for u
separation of 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;
- 1- ft + 1 ft + 1 ft = 3 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of _ 1, 0
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: qO x _s- _ /Q feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height 1_+&`=_-7__feet
g. Enter table on page E-18 with landslW116
a and downslope
dike ratio. Select dike multiplier of
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: -�i- x -3-- = /.') feet
i. Mininmum'mound width is the sum of upslope dike
width plus rock layer width plus downslope dike width;
Ll ft + IE ft + / A ft = feet
j. Subtract the Minimum width G.i from the Absorption
width FA to find the Additional Downslope required for
Absorption
ft - - ft = feet Upsk
k. Add the Additional Downslope required for Absorptio
to the downslope dike width and recalulate the Total
Mound Width which is is the sum of upslope dike
width plus rock layer width plus downslope dike width
00 _ft + /0. ft +_-0'0 ft ='J-P feet
1. Total mound length is the sum of upslope dike width
plus rock layer length plus upslope dike width;
loft + 6 ft +'Ye�' ft = _ feet
1 A -&Corer
Ir�rt� a
_ reef Separ.um
fell Slug 1ldrerena
., fln� fled wl lh
�1ar
U-n.lupe 4YMrh
__Ieer
h- ---�'%tal Length _--&b
3:1
4:1
130w11s ope
5:1
6:1
7:1
3:1
4:1
pslope
5:1
kl
7:1
B:1
96 s10pe
0
3.0
4.0
5.0
60
7.0
3.0
4.0
5.0
6.0
7.0
8.0
1
3A9
4,17
3'26
6.38
7S3
2.91
3.85
4.76
5.66
6.54
7.41
2
3.19
4.35
556
6.82
8.14
2.83
3.70
4.54
5.36
6.14
6.90
3
330
4S4
5.98
7.32
9.86
2.7S
3S7
435
5.08
5.79
6.45
4
3.41
4.76
6.25
7.89
9.72
2.69
3.45
4.17
4.94
5,46
6.06
5
6
353
5A0
6.67
9.57
10.77
2.61
3.33
4.00
4.62
5.19
5.71
3.66
5.26
7.14
9.38
12.07
2.54
3.23
3.85
4.41
4.93
5.41
7
3.80
556
7.69
10-34
13.73
2.48
3.12
3.70
4.23
4.70
5.13
8
3.95
5.98
8.33
11S4
1S.91
2.42
Ma
357
4.05
4.49
4.88
9
4.11
625
9.09
I3.(4
18.92
2.36
2.94
3.4S
3.91)
4.30
4AS
10
429
6.67
10A
15A0
2333
2.31
2.86
3.33
3.75
4.12
4A4
11
4A8
7.14
11.11
17AS
30A3
2.26
2.78
323
3.61
3..95
426
12
4.69
7.69
12S0
21A3
43.75
2.21
2.70
3.12
3A9
3.80
4A8
END PERFORATION OF A PERFORATED LATEW
PRE55URE D1STR1i311T1ON SYSTEM
1. Select number of perforated laterals )
2. Select perforation spacing = - 3 _ feet
3. Since perforations should not be placed closer than 1 ft. to
the edge of the rock layer (see diagram), subtract 2 ft. from
the rock layer length.
.wq0 -ft. -3�' feet
Rock layer length
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round
down to nearest whole number.
.0 Gross [aver
Tapsalt
• LoarySand �Yqr
Loyer of Geoleellle Fabric r--
Inch layer of hay or 11row
` ''
�
e•"� �.' 1'
ud rorin paper)
I
Drilled Nar h.
•
t
e/4` PIU4
.. 11 Into C. pyNear hP
1
r i '•,]-Al Least Ix• to E•
a pleld Rock
of Rack Layor
.
-Per lorollalu Located of
. Clean Sand Layer
Balrarrl of Lateral
`- Original Sall Properly Scarlrie4
Before Plaeing Sand Layer
TABLE Or. PERFORATION DISCHARGES IN G
IHead Perforation diameter (inches)
I I "/" I '/e
Length perf. spacing -._---ft, as�ft. saces
1.04
1.5
0.56
0,69
0.74
0.90
•S
03) {#2)
2.Ob
2.5.
0.80
0.89
1A4
1.17
5. Number of perforations is equal to one plus the number of
3.0
0.98
1.28
perforation spaces ,
4.0
5.0
1.13
1.26
1.47
1.65
nUse 1.0 foot of head for residential systems.
spaces -1- I = 1_ perforations per lateral bUsa2.0 feet of head for otltereslablishments
6. Multiply perforations per lateral by number of laterals to
get total number of perforations.
x � _ra - perforations
lateral s pt:rfs/lau•ral -
7. Determine required flow rate by multiplying
number of perforations by flow per perforation
4(9
perfs x gPot/perf gplll.
Table 2
Maximum ollowobte numher or gdater inch per-forrrlians per
lateral to guaraniLV c 1 0 % IMschurRa varialian
perforallnnspeeing
(r�wp
1,25 IIICtl
1.5 inch
i.{} in
2.5
14
18
28
3.0
13
17
26
3.3•
12
16
25
4.0
11
15
23
5.0
10
14
22
8. If laterals are connected to header pipe as shown on upper
example, select minimum required lateral diameter from
table 2; enter table with perforation spacing and number
of perforations per lateral. Select minimum diameter for
perforated lateral w _ 1 rq inches
9. If perforated lateral system is attached to manifold pipe near
the center, as in lower example, perforated lateral length and
number of perforations per lateral will be approximately one
half of that in # 6. Using these values, select minimum
diameter for perforated lateral from table 2
perforated lateral inches
..ro,q.r�r� isrriwrM,rrw",',c�1wr
.-ems,-
tm_
Sizing of Pu>t V ,f9tation
1. Determine Surface Area
Rectangle = Area = L x W
x =
Circle = Area = x x {Radius)'
3.14 x x -
square feet
square feet
Other = Get Surface Area from Manufacturer
square feet
T
Width
1
Length
Radius
n = 3.14
2. Calculate Gallons Per Inch
There are 7.5 gallons per cubic foot of volume, therefore you must multiply the area.
times the conversion factor and divide by 12 inches per foot to calculate gallons per incli
Area x 7.5 gpft 3 + 12 inchs per foot
x 7.5 + 12 = gallons/inch. 3 Cry
3. Calculate Gallons to Cover Pump (with 2 inches of waler covering pump)
(Height (in) + 2 inches) x gallons/inch 02)
{ i- +� ) x 1= -3�(O gallons
4. Calculate Total Pumpout Volume
a. To maximize pump life select sump size for 4 to 5 pump operations per day.
-!L6 gpd + 4 = . , gallons per dose
b_. Calculate drainback
1. Determine total pipe length, YO, feet.
2. Determine liquid volume of pipe, gallons per 100 feel.
3. Multip,Ilength by volume! Drainback quantity =
feet x -M-� allons/100 ft. = jaj, gallons.
c. Total pump out volume equals dose volume + drainback
1j.gallons per dose + _ gallons = " Q- gallons
5. Calculate Volume for Alarm (typically 2 to 3 inches)
Depth (in) x gallons/inch (#2) =
-- - 3 x .Q-3 = 120 gallons
6. Calculate Reserve Capacity (75% the daily flow)
Daily flow (see page D-7) x .75 =
Y-M x .75 = .33 2 gallons
7. Calculate total gallons
gallons over pump + gallons pumpout +gallons alarm + gallons reserve capcity
#3 + 44 c+# 5 +# 6
+=gallons
8. Total Depth (Total gallon divided by gallon per inch)
Total Gallon 07) +gallon/inch 02)
� + = „IJ inches
�. Float Separation Distance (equal total pumpout volume)
Total pumpout volume 040+gallons/inch (42)
ate+ = _V inches
Estimated Sewage Flows in Gallons t ;•r div
(8pd)
Number
of Type I T} i t 'i 1 l7c J 11 1},pc
11 edrooms I V
2 225 180
3 3W 218 60Y
4 a (1(} 375
5 750 450
6 900 525 332.
7 1051' 600 370
8 12O:� �75 408 co[uinnz
PI dieu+acr inches
Gartixu fx•
1.25
7.77
1.5
10.58
2
17,43
2.5
,
3
36.
66.1
Reserve Capacity
Alan)
Pump oil
To
1 Pumpout Volu., �.
Pump Off
Pump Height®
P MP ELE TION PROCEDURE
A. Determine pump capacity:
Gravity Distribution
1. Minimum suggested is 600 gallons per hour 00 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. Subt a �2 ft. from the rock layer length.
Kmaye, ngt - 2 ft. _ . ft.
d. Determine the number of spaces between perforations.
Length perf. spacing = _ ft. + _3_ ft. = spaces
c. /P...- spaces + 1 = _ perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total nu ber of perforations.
al]s x Pc s eleral= -• Perforations.
g. x gp` mTPkf = gpm.
SELECTED PUMP CAPACITY 42-eV gpm
B. Determine head requirements:
1. Elevation difference between pump and point of discharge.
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. _fit ,31 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 =
x 1.25 = _ �` feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalcnpipe length.
Total friction loss = - x � � -100 = e r feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
+ �.•
(�) (2) (30
TOTAL HEAD-E-- feet
- Pump selection
I. A pump must be selected to deliver at least 6 gpm (Step A)
with at least )`feet of total head (Step B).
END PERFORATION OF A PERFORATED LATERAL
�Glau COVer
Topsoil
Layer of Geolglile Fabric for 1a -
• Leatny Sand Layer inch loser al hat or draw covered
with red roam pope,)
-
�Perlut lion Drilled 110nronially
1� Info C p Near Top
�t-3/i Plus • e `` �,-Al Least 12' to Edge
vQLojn Field Races; al )lack Layer
-Perlarallons Located of
Clean Sand Layer Bullonr of Lateral
f Soll Properly Scarified
Beenre Piocing Sand Layer
TABIX OF PERFORATION DISCI IARGFS IN GIJM
Mead Perforation diameter (inches)
I
1.0a
0.56
0.74
M
0.69
0.90
2.Ob
11M
1.04
2.5
0.89
1.17
3.0
0.98
1.28
4.0
1.13
1.47
5.0
1.26
1.65
a Use 1.0 foot of head for residential systems.
bUse 2.0 feet of head for other establishments
Pipe Length
Point of Dischargc
Elevation Difference
P'MP
F-18b
1.5 inch 2.0 inch 3.0 inch
SPm Friction loss per 100 rt or pips:
10
0.69
0.20
12
0.96
0.28
14
1.28
0.38
16
1.63
• 0.48
18
2.03
0.60
20
2.47
0.73
0.11
25
3.73
1.11
0.16
30
5.23
1.55
0.23
35
7.90
2.06
0.30
40
11.07
2.64
0.39
45
14.73
3.28
0.48
50
3.99
0.58
55
4.76
0.70
60
5.60
0.82
.1 1 3DUd
f �
1 .
Ztz
1OD
r �j�Q �cr iFiK �y
1 �
1 ` `
Ibbn
,I
\I
F-8
WATER TIGHT U LOCKABLE ELECTRIC BOX---,,,
PLUGS OR ELECTRIC CONNECTIONS 1— }
2' PVC CONDUIF SCHEDULE 80 6,SPACE
MANHOLE COVER CHAINED R LOCKED
SEALED MANHOLE RINGS
SEALED TANK
PLASTIC ROPE OR CHAIN
WITH ANCHOR
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT—
_ START I EVEN SI —
,r
3°
51-IQT_ OFF_LEvEL_V __,_ --
PUMP CUNT ROL FLOAT
UNION
TREATED.POST �A x 4 min)
ALL ELECTRIC CONNECTIONS MADE
INSIDE BOX
LOOP OF POWER CORD FOR
SETTLEMENT
AT LFAST 12'
BELOW GRADE
WIRE FROM POWER SUPPLY
.PIPE IS LAID ON A UNIFORM SLOPE FROM
FOIM PROPER TATIONDRIL TREATMENT AREA
-- IF PIPE AT TANK MUST BE LOWER TI IAN
UNION. TO GET ELEVATION FOR DRAINBACK,
A 1/4 INCH WEEP HOLE MUST BE USED
WEEP HOLE
NO ES: ELECTRICAL WIRE FROM POWER SUPPLY
MUST NOT RUN OVER ANY TANKS BUT
MUST BE LAID BESIDE OTHER TANKS
AND MUST BE PLACED IN CONDUIT
ALONG POST
ELECTRICAL CORDS FROM PUMP AND
FLOAT5 MUST BE RUN THROUGH
C014DUIT WIRES CANNOT HAVE GROUND
CONTACT.
E--3
�[z
Ld
W Off'
(Owrl- CC
O i .��f' In Q
WW
a
j+h .w�\ d il?
i \
Lu
' r\ ,, 1140 toad'
�
��` '�1 gin. ` \ ��M �f `'Ij f �•xr ;�It{��:.i �li�' �, �; ��
Avis
IK) rsil:�
ca
,t
0 CL
0
LOO
LL
CL
Zcorn
LLJ D I
LLj d-wR IZ N
O> \"1aC J 1 0 LL
Q 4� �w a Q
[L v O
JIL.2(D \ W
I-
D-L
Eli
(Di
.t-
U)r
4-
0
a
.0
t�
0
_._!
0
LO
0 0 Li o 0
0 �— Nfb
-.
0
LO
w
E
w
Z7 E 0 "0 C).-C)0 -C L
L
� Vy C
fn 1- •- ._....
o Q V� .0 a)
E Q to .� Q' C V Q. E
..,� X t
_
Q3 C 4) O �- 7
tn
4-2
Cl. L �C �L �" 0 . Q.-O `— .0
a �.. _.. O -0 . _... � V 4-- C
cnU tnp � ,c(5ca)(u(uC
LO E� C'JOO.�.3�
cu v -o •... �.,. cv " 4— .
o+- U L-.r- .- o 4 � o-a a0 0 �
C
c Q to (n %..o m (L �
Test Yule iucaLioltWe
'�' r • , f ` r
Date WE Yule was I,r �1, it ed �� .%r. , Depth of hule bottom,_ (r, ittches.
Diameter uC Mule, {t` Riches.
Soil data from test Yule
Uel►Llt, Inch,!s Soil texture
h
1leLhud of scrstLching sJ-dewali r�
Del,Lli of p,-a-sized gravel 10 buLLum of hole, � incites,
D-It-e and Ilur.rr of 111.1t.-I ni wa:;Ler filling (,r � ' � �
1_ ,
Depth of inlL I.al wute�r I: I.J.lirr��
Inches above hole IJuLLUIIt,
HeLhud used to mainLn i nr It least 12 incites of water depth A stole for at least
4 huurs* { j
-- —----�- ,
Fercol.aLiun Lest tread i irks mtide b t
Y _�• ,11� r E� f 1 i ��,
oil
_ � ram' _start i.rrg aL U:.�'c7 't'rr'.Y . Iletxltnum water de rtlr above itule boLkc�
(elate) �L). i
during Lest:, Inches.
T.Lme
Time Interval,
rl uLes
Hausuremeut,
Whee
Percolation
Urup in water.' rate,
Remarks
level, iuel►es trrluuLes per
Inch
Fercalatlun rate = . urlttutes7 per inch.
i i�i..,'./iJLY�i1'iJ(�I lli.y.i, il!►11► JlILL1,
Test hole l.ocaLlc,il•.. f •04 hole number
UaLe test mole was j,r.epared �n-!r` Diameter of hole,, Depth of Bole bottom,
inches.
(lnclies.
Soil, data from test hole:
UepLh, inches
—1 3�
Hethod of scratchillp sidewall
Soil, texture
Depth of pea -sized gunvel. in boLLom of hole,
Inches.
Date and hour of litiL I.n.L water filling . a
Depth of iultial water filling, r �,�. I
luches above hole bottom.
4 hours"
used to nrzjJnLal a at least{ 12 .inches of water depth In hole for at least
4 ours• _ ' N h. IC._tA_ P_ i !
Perc:ol.atlort Lest readiligs made byj Oil
�� a
starL.i.ng at _ U :; ��� a. II
p}axlnturn water de,Lh above F�ole
(dat'e) i`trl �' l bolt
during Lest, inches.
Time
Time LIILerval, Ilelsuremeitt
Minutes inches
Drop in water
level, iuclles
Percolation
rate,
Minutes per
inch
Percolation rate snlnuLes per 1.11C11.
Remarks
� '.e4'.'JVJAk4 AAjii A. c.J.i. 1J14iAj bIIP,L' x
'rest pule location J`'=:' ��,s'. .., lfole uwnber
Date Lest hole was ti-e pared }
ej (n f'c 1 , Depth of hole boL'tum, (. ' inches.
Diameter of hole, ( incites.
Soil data from Lest- hole:
Depth, inches Soil texture
HeLhod of scratcl'tnp sidewall
Depth of vea—sized gravel ill boLLom of Bole,
ittclies.
Date and hour of inlL ia1 waLer fillitig I, A, mo j D
DepLh of J.uiLial water iJ.11ing,
-_�,a•• __ i'lches above bole bottom.
Method used to mainLa.lit at least 12- inches of water depth ill hole for at least
4 flours
PerculaLlou Lest readings made by
sLarL.iiib at _ U Lso a.Oil
Maxiniunwater i wtdel pLh above hole buLL(I
� {date) .lilW: �
during test, inches.
Time
;Ime .i.riLerval, Heasureme:tit,
llnutes I incites
Drug ltt water
level, incites
PercolaL-lun
rate,
minutes per
inch
PerculaLion rate � J. minuLes per inch.
Remarks
A.Vii -LL .JA VAkIfy :7iil,bi
Test hole Iocatiott I ,d'� �+ 11ILI I(] I 1111FUL
Bate Lest (tole was pt.eltared f1) , Depth of hole bottom, y
Diameter of hole, (0- inches. iucltes.
Soil daL•a frotn test hole:
Depth, inches Soil texture
ON
(C> _.
HeLhod of scratchlrig sldewall
Depth of Pea -sized gravel lit bvLtom of hole,
incites .
Date and (tour of 1n1L i_tt1 water filling
Depth of iultial wgl-et: filling,
inches above hole bottom.
Hethod used to utaitttt1.111 at least 12 iucltes of water depth it' hole for at least
�i Itvurs '1
Pet:cul.aLlvtt LesL readings made by y ,
oil
��� LI� sLaCl_ Cug at U ='�;r� a.tu. Haxinjutn water depth above hole butte
(dale) �Ntit: ��' I
during test, 41, inches.
Time
Time DiLerVal,
t1111ULes
NMI
tleasurement, Urop in water
Inches level, inches
Percolation
rate,
minutes per
inch
Percolation rate - ��
--��.-� miuuL•es per inch.
Remarks
TPsL hole I-vcallvll 0, ).s l,_ (f�4: .,., hole number ��ti
DaLe Lest hole was - rared
11 p� +
l l �r _ , Depth of hole bvtLom,�6, inches.
Diameter vC Rule, inches.
5ull data frum LeaL hole:
Depth, illLhe..; Soil texture
t1eL1I`d of scl:aLchlllF;-.Idewall r
UepLL of pt!a--sized gravel in botLuln of Ilvle, � inches.
Date and hour of 11til- 1 :i-1. water I11.1141g (� . a n
UepLh of illltial water f.1.111ng, � j..
Inches above Mule boLLUIn.
HeLhud used Lv nl,illlLaht aL leasL{ 1"1_ lllciles of wnLei: depth ill hale for aL least
li hours
Perculatlutl LeyL Vearl i ngs ninde by
Oil
star[ 113E; Fit tiaxlmuin water: de rLh above (role boLty
WaLe) 1
during Lest, illelles,
.r Ime
Time lnLerval,
t1l.uutes
Ileasuremerit ,
Inches
Orup Ill water
level, inclles
Percolation
rate,
minutes per
inch
PercvlaL-lon raLe - nlinuLes per 1.1jell.
Remarks
Test hole locat-Ault Hole dumber JT
Date Lest hole was pl ,.•pared `a (ki")ItV Depth of hole buLL0111, incites.
Diameter of Yule, („ incites.
Sall data [roil] Legs: hale,
Depth, Inchir!g Soil texture
a
_ o
IleLhud uC geritci]ltlj; :;!-ciewail
Uejol ll ui Ima--sized gravel ill buLLulir of hole, inches.
UaLe and hivur of InIL I n.L water fiLlIlig (', a CS
of L]tit.lrtl wraLer f I -fling, ;.• inches above hole botLu]n.
HeLhud used to aL least lZ Itrches of water depth Ill hole fur at least
11 hours_
Verculation Lest read.iirks made by } �.1,1 r ] ��•
start. Lill; at Ilaxlu]u]]t writer de rtl] above
(elate) i e Rule bull c+
during test, inches.
Time
Time .I-nte]:val,
i-ilnutes
Measurement,
.inches
Urup ill water
level, incites
Yerculatiun
rate,
a]inuL-es per
inch
perculatiun rate = - 2 - uliltutes per inch.
Remarks
' ^ .
PERCULATION TEST
and
Mound System Design
For
Bob Voronyak
1425 Bay Ridge Rd
Wayzata MN
55391
Site Location:
1425 Bay Ridge Rd
Wayzata MN
55391
Orono Zoning
R & D Soil ConsultantS
11585 11f"th St.
Cologne, MN 55322
(612) 486-2667
M.P.C.A. Certification #758
November 19, 1992
November 19, 1992
Bob Voronyak
1435 Bay Ridges Rd
Wayzata MN 55391
RE-.,, Sept i. c sysst ei-pr design and
pfe-rcol at:i1_m tests for;
MinnescA,Fk F`ollUti.,:.,n
Cont•rr.;l. Agency
wit at e Certification 44-7:58
Secondary site of
1425 Bay Ridge foci
Wayzata MN 755 391
Orono ronin(g
We were retained by Mr. VorotiyaW: to provide criteria for the
design and installation of an indi.vidk.kal sanitc-kry sewage
treatment system to hancilen, the sewage flow teener: -Aged by water—usor
aprAiarir.:ti:s within a single, family dwr-11ing.
Procedure
A total of three (":3 Soi.l percolatic�n tests were performed on
November~ C„ 1992 at a repressntative areas to th+_ west of tale
dwel 1 i ng „
In addition, thre-e- (3) soil borings were drilled with a i.d. x
3 1/4" ,n.d. Hand auger to Check for the position of the ground
water table and to identify they underlying sail types. l..ocation
c-f i:a?ast;s c'rrld borings ��re shown on the site plan.
The percolation tests were performed in ac:• ordanc:e with the
provisi cin s of "Minnesota Pollution Control Age3n-::y Rujj-,- 'a c:1F1+::1
Standards Chapter 70BO." They percolation tests Fiol.es were::
drilled to a alternate moUnd depth of 12 inches with a:k L;" i.d. x
Via" o, d. at..iger. . Two incof pe a, gravel were pl..�-%ced in .the-
bottiom of e_ae_I'r hole_• to 1::rrevent scoring. Water was then added to
the test holes and replenished as necessary, frlaintairlip-g a
12--inch head of water OvOr the br..tittc-im. After a F:)erie�d of
saturation, each hole was refilled to a 12--inch Head of water
over the Llr:,ttomr avid the per=olation tests commericed.
Voronyak November 19, 1992 Page 2
Percolation Test Results
-------------------------
Results of percolation tests at holes P-1,P-2, and P-3 are shown as
observed. Percolation rates in minutes per inch are indicated
as shown below:
P-1 hole P-2 hole P-3 hole
30 mpi 31 mpi 31 mpi
Secondary Site 31 mpi
Soil Borings (Secondary site)
B-1
B-2
Black sandy loam
()
- 16"
Mack sandy loam
0
- 14',
Lt. brown sandy clay
16"
36"
Lt. brown sandy lay
14"
36"
Sandy loam
36"
- 45"
Sandy clay
36"
48"
Yellow clay loam
45"
60"
Yellow clay
48"
60"
Mottling at 30"
Mottling at 36"
Black clay loam sandy 0 12"
Lt. brown sandy loam 12" - 30"
Sandy clay
Yellow clay
Mottling at 32"
30" 40"
40" 6V"
Bo6 Voronyak
The contents of this site evaluation are to be applied to
the property listed --reprints for other application only
with the pc-rri-dsrision of Donald Schneewind.
The soil conditions have t.2een established at the test hole
locations only. There may be variations in soil
ootratigraphy between and around the borings, and
interpolation and extrapolation of the results is not
All requirements of this design shall be followed in order
for the system to perform up to the designed capabilitio*s.
References
Home Sewage treatment
University of Minnesota
Agriculture Extension Service
Roger E. Machwier
Extension Engineer
And
Orono City
System Ordinence
and
Minnesota Pollution Control Agency RuleS
and Standards Chapter 7460
If you should have questions or need further information,
you can contact staffat City of Orono(zoning) or me at your
convenience.
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PERCOLATION TEST DATA SKEET
'l�:L
est !rule location�`��} Eli- I ;t 'kllole number 1 6cd''-
� --
Date Lest [tole was Prepared j 1tr , Deptit of hole boLtam,_- ( inches.
Diameter of hole, �, inches.
Soil data from Lest hole.,
DepLlt, inches Soil texture
Method of scratchittu sidewall
Depth of pea -sized gravel ill bottom of hole, inches.
Date and hour of iniL.Lal water filling ?0. Q
Depth of lultial waLer filling, ; inches above hole bottom.
Method used to maintain at least 12 hiclies of water depth in. hole for at least
4 hoursF r' to A- 4�;
PerculaLiott Lest readings made bytic
` oty
(date) L� V.�,r starting at ' `5 a'r", Maximum water depth above hole botto
r:iii:� p -
during test, �' inches. _..._m
Percolation rate w —� Miturtes per inch.
.: +�a'.:+c�iliil iiJii iu.l1 k.it�lll btll,:LL ���� J_
Test mole location
Dale test mole was l�1:epared� k,,�. , Depth of hole bottom
inches.
Diameter of Bole, {, inches.
Soil data from Lest hole:
Depth, inches
jq -
-g1�- �_ -0 __
Hethod of scratching sidewall
Soil texture
Depth of pea --sired gravel .lxa boLLom of hole, - , � inches.
Date and Hour of in1L ial water filling , 3
Depth of initial Mer filling, �},
- inches above hole bottom.
Method used to maintain at least- 12 inches of waiver depth in hole for at least
0
$ huursA-/
Percolation) Lest readiugs made by � 1.,1 ,i" .
,•• � r lL.1 � on
st:arL.i.ng at W. a.m.
' r, iiti: tiaxinnunt water del, th above (tole Otto
(date) 1
during test, inches.
Time
Time Interval, fhasurement,
minutes I inches
Drop in wafer
level, inches
Percolation
rate,
minutes per
inch
Percolation rate e minutes per i11c11.
Remarks
0
k Ja,i, 4JJi iJ. yv4* ilJ ly� If��Ri• L1ri1J �.i
)c4;Imsl,Jafi
6A.j
'lest (role locatiotl hole ltumber �� —
DaLe test hole was pi_epared n�rt , llepLlt of bole bULLoin
,�(.�_incites.
Diameter of Bole, (, incites.
Soil data ,from test hole.,
Depth, inches Soil texture
kleLltud of .9craLchJ.11p, sldewall -
DepLh of pea -sized gravel in botLotii of hole,
inches.
Date and 11uur of iniL Lal water fillittg
DepLlt of itiltiai water 0.11111g,
inches above hole botLoitt.
Hethud used to niaitlLa f.it at least 12 Inches of water depllt iu hole for at least
4 h u u r 9 - ^1 e
PerCOIALlott LesL readings made by
L LLII� aLar1 Lng aL U '�,� A. Oil
Maximum water de,Lli above hole bottu
(date) }
during Lest, inches.
Percolation rate �!
-. minutes per inc11.
05/12/93 15:33 FAX 612 339 1529 NAHONEYDOUGHERTY Q 002
AFFIDAVIT OY ROBERT VOROWy,K
STATE OF MINNESOTA. )
) ss _
COUNTY OF Ili MT.1-T )
ROBERT VORONYM, being duly Sworn, states as follows:
1. I3e is the applicant for Land Use Application. #1B05
regarding 14a? say Ridge Road, in the city of Orono, County ❑t
Hennepin, State of Minnesota.
a. Affiant's fiancee, Seth Ann Campbell, is the equitable
owner of 1425 Hay Ridge Road as vendee under a contract for deed
with Roy E. Ahern and Nancy A. Ahern, as vendors, and the owner of
an option to purchase 1407 Hay Ridge Road from Roy E_ Ahern.
3. As part of the procedure for having Land Use Application
41805 considered and granted, Affient has taken a survey/proposed
site plan and ,proposed building plans for the proposed improvement
and use of 1407 Bay Ridge Road to ROy E. Ahern and Nancy A. Ahern,.
4. Affiant has visited Mr. Ahern on three occasions, twice
in the months of January through February 1993 and again an May 7,
1993. On one or more of those occasions, Affiant has discussed the
proposed improvement and use of 1.407 Bay Ridge Road with h1m and
has left with Mr. Ahern a copy of the survey/proposed site plan.
5. In Spite of numerous requests by Affiant, Mr. Ahern has
refused to sign the "Adjacent Property Owners' Acknowledgment
Form."
5. Mr, Ahern has stated to Affiant that he will not s:.gn the
"Adjacent Property owners' Acknowledgment Form'+ Mess Affiant's
-1-
06/12/93 15:33 FAX 612 339 1329 NAHONEYDOUGRBRTY
9 003
fiancee agrees to amend the contract for deed concerning 1425 Hay
Ridge Road.
7. Affiant's fiancde's option to purchase 1407 Bay Ridge
Road will expire in late amine 1993 and your Affiant has been
informed and believes that Mr. Ahern has another buyer interested
In purchasing both 1407 and 1425 Bay Ridge Road, and for that
reason, wishes to prevent Affiant from obtaining the variance
requested in Land Use Application #1805 so as to effectively
prevent Affia,n,t's fiancee from successfully exercising her option
to purchase 1407 Bay Ridge Road.
8. Affiant submits this Affidavit for the purpose of
satisfying the requirement of proof that Roy E. Ahern and/or
Nancy A. Ahern have reviewed the plans for the proposed improvement
and use of 1407 Bay Ridge Road.
FURTHER AFFIMT SATTH NOT.
Subscribed and sworn to before me
this _ _ day of May. 1993.
Notary Public
-2-
Robert Voronyak
14 1. ` 4'1 V .HIV
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