HomeMy WebLinkAboutseptic design - no permit on file ������� ���� ��
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To: Lyle Oman
From: Willie Gibbs ;��� ��,� �5���
Date: October 31, 2005
Re: septic system for 507 Ferndale Road
Lyle, I have reviewed the septic system certification for 507 Ferndale Road N.. The septic system has
been approved for a five bedroom house. The building plans should be verified for number of
bedrooms. The alternate site remains intact and has been re-approved for future use.
� ���c.+.� jWus-� Qiw�os-cJ ���....._� /�-g —Q>�
1
1�l14/20�5 64: 47 9527586278 ADUANCED ONSITE INC PAGE �3
313 Lyndale Ave.
New Prague , MN, 56071 " � � '" '
Phone (612) 461-2356 •
Fax (952) 758-6218
��emo
:
To: Shamat� Design Co. /1tf: Stcvc Lcml<c ;
From: Tom Klanchnik
Dafe� Ocfoher �3, 2005
Re: Sife Evaluafion, 507 Femdale Rd. N
Hi Steve,
Upon your request 1 have cozx�pleted a site evaluation onjOctnbex 5, 2005 at the
site 1 isted aUave. The following data wa,� obsezved: ;
1) �tir cxisline huus�h�a heeP r.ez�oved ,
2) the basemEnt area has been filled
3) a ncw l�ousE h.as l�eez� staked
4) the lawn/yard lzas been mai��taa�.ed...UndisturbEd i
�
Your request o�site evs�J.uati.on specific to the s�pti.c syst��� wAg add.ressed in two
plrts: ;
First... Onsite evaluation of t]Ze exi�tx��.g system ' �
1) thc tanks were probed to ohcck com�liancc
2) visual obser.��ations were mad.c to veri.�y "no dise��arge/swrfacin�"
3) So�1 borin.g wcre made in the sandi�aso/absorbt�o�area to verzfy sand color
Next... Uat�.research of thc existing sysiexn's perfoza.x�ance ;
1) this ma.rks t.he sixth ei�ch cvaln��i.c,n i.r�. �1 yeaxs (se.e. �ttached)
?) thc system has beey� at rest for a year (bio-mat decline/rccov�.ry)
3) this system was desi�ed as a 5 bedroom (60 X 10 racicbed)
Summary...This cxisting sepli.c s�stem ot Z25U �allon septi.c�tank capacity,a 1250
Ga1�an pump chambez, a m.ound type drain fiel_d (�ressur� distribut�on.) wztk�: no
ncw physical distur,baricc, �ppruprial,c: Si�in�, izch Ur�wn sand colozat�oia/no
reodox features, and a docunnez�.ted history of com�liane� (no surfacii�g/discharge)
ht�ve my recommendation (designer� N�PC�1 Liccnse # 2fi56) to be considered for
pez�x�xt for the proposed liouse. Addxtionally, as per the attached data the exi.sting
alternat� site wa.s ��e�d located and soil borinas were cor,xipl.eted i.n the �sea.. 40"to
42" to red�x �catures were found (s�e aitached). Z�� coz�cl.izsion, I recornmend (as a
desi�u�r I.... MPCA Liccnsc # 265G) this systam to be co�.�.sid�zed for perxnit for
thc proposed housc as it meets or �xcceds alJ. N�PCA 7080 standards.
. i
�
If you have any questioPs p�eas� feel Frc;e to coniact To�z� Klan.clinik at(952� 46l-2356.
10/14/20�5 64: 47 9527586278 ADVANCED ONSITE INC PAGt 03
313 Lyndale Ave.
New Prague , MN. �6071 ' • - ' •
Phone (612) 461-2356 •
Fax (952) 758-62�8
.��emo :
To: Shamaff Dcsign Co. /1 tt: S�cvc Lemke �
From: Tom Klanchnik
Dafe� Octoher 13, 2005
Re: Site Evaluafion, 507 Femdale Rd. N
Hi Steve,
Upon your rcquest 1 have cozx�.gleted a site evaluation oniC)ct�ber�, 2U05 at th�
site listed above. The following data w�,s observed: �;
1) ltic cxisliri;huu5e h� heen rem.oved
2) the basement area has been £'illed
3) a ncw housE h.as beex� staked.
4) the lawn/yard has been mai��tai�ned...undisturbEd ;
;
Yaur request of site evsJ,uation specific to th.e septic syst��� wag addressed in two
parts: '
First... Onsite evaluation of the existix�,g system
I) thc tanks were probed to oheck compliancc
2) visual obser.t�ations were madc to veri.fy "no di.sc��arge/suz�facinR"
3) Soil borin.g wcrc made in the sandt�aso/absorbti,oz�atea to �erzfy sand color
Next... Data research of th� Existing system';perfoz�x�ance ;
1) thi5 ma.rks t.he sixth �t�ch ev3ln�ti.on i.r�. 11 years (see. nttached}
2) thc system has bee» at rest for a yeax(bio-mat dccline/rccovery)
i) this system was designed as a 5 bedroom (60 X 10 rocicbed)
Summary...This Existing sepci.c system ot 'LZSU galton septic tank capacity, a 1250
i"?..11,... ,. _ ..l.�.l�„� ' ' - - ' ' r._!� r_ ._�_ ' �:..,._'� ... . ..,
�....�.,,. �.�.�.::j., �.a �.�� u �.��,VNAAk b�'iJV uacaali ttc.!u ��av.�aiu�. ulnLlivu�tiw.A� �rxut. t�v
,ucw physical distur,baricc, �pprupria(.c; sicin�, rich bruwn'sand colozatio�lno
reodox features, and a docur�.ez�ted history of com�liane� (no sur�facil�gldischarge)
hr�ve my rec.ommendation (designer I N�PCA Liccnsc # 7656) to be considered for
pezxnit for the prop�sed liouse. Addztionally, as per the attached tlata the existing
alternatc si.te wa,S ��e�d located and soil borinos were cor�pleted in the area_ 40"to
42" to redox ;Ceatures were found (s�e attached). Ii� coz�cll�sion, I recommend (as a
desi��er I.... MPCA Liccnsc # 2656) tlus system to be co�.�sid�red for permit ror
the proposed house as it meets or �xcceds all. MPCA. 7080 standards.
i
;
If you have an}� questiors pleasc fe�l Free to contact Tan� KJan.ciznilc at (952) 461.-235f.
_ " .�E'\l.�^;'� 5.
T ',
�Q i' " '' CITY OF ORONO
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-�'`` SEPTIC SYSTEM APPROVAL
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� � "1��;�(!'�'1��„ () Crystal Bay,i�tinnesota 553Z3-0066
�kIESK���
LOCATION: 50 7 Ferndale Rd. N.
OWNER: Hamad Sa� i adi
GENER.AL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: Otto & Associates REPORT DATE: July 29, 1993
The City of Orono has Approved your on-site system design as of Auaust 2, 19 9 3
(approved-disapproved) (date)
with dle following comments: The site plan does not indicate a property line
setback for themound site, however, the City will allow the system up to
5 ' from the South lot line. Variances will also be granted for a 10 '
setback from the house and for the mound location on slopes greater than 6i .
(system on 8i slope)
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.
Iv'OTICE 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, ete.) 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 c an, On-site ystems Manager
TELEPHONE—473-7357• FAX-473-0510
- , F---il------_-_,--�-�1 ,�-
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SSOCIATES �,U�, 3 0 1993
ENGINEERS & LAND SURVEYORS, INC.
July 29, 1993
Dr. Hamad Sajjadi
�07 Ferndale
Wayzata, IVf�i i 55391
RE: Sewage Treatment System
Site Evaluation Report
City of Orono,
Hennepin County, Minnesota
Job No. 93416 — Site Evaluation in Section 36, Township 118, Range 23, Hennepin County,
Minnesota.
Dear Dr. Sajjadi:
The following is a desi;n for a septic system for a 4 bedroom house on the above
referenced lot usinj a mound system.
-- -- --However, no construction should begin before these plans are approved by the City of -
Orono. If you have any questions, please call me.
Sincerely,
Otto Associates
Engineers and Land Surveyors, Inc.
�G�%[�(/�Gl� 'c-Y 7�
Edward J. Otto, R. .S.
- --�`- MPCA License No. 964
9 WEST DIVISION STREET - BUFFALO, MINN. 55313 - (612) 682-4727
SSOCI ATES
ENGINEERS & LAND SURVEYORS, INC.
Octobcr 18. 1993
Dr. Hamad Sajjadi
507 Fcrndalc
Wa}�zata, MN 5�391
RE: Scwagc Trcatment S��stcm
Site Evaluation Report
City of Orono,
H�nncpin County, Minnesota
Job No. 93�16 — Site Evaluation in Section 3C, Township 115, Ranae 23, Hennepin Countv,
Minncsota. �
Dcar Dr. Sajjadi:
Thc .<,llowina is a dcsign for a scptic s��stcm for a � bcdroom house on thc abovc
rcfcrcnccd lot using a mound s��stem.
However, no construction should beQin before thesc plans arc appro��ed by the City of
Orono. If ��ou ha��e an}� yuestions. please call me.
Sincerely,
Otto Associatcs
Enginccrs and Land Survc�ors, Inc.
C'.�i�l/�� . ���G�
E�3ward J. Otto, R.L.S.
MPCA Licensc No. 964
9 WEST DIVISION STREET - BUFFALO, MINN. 55313 - (612) 682-4727
� .
SITE EVALUATION REPORT
For Dr. Hamad Sajjadi '
Sewage Treatment System
GENERAL INFORMATION
This design is for a Type 1, 4 bedroom home and in accordance with the Minnesota Pollution
Control Agency.Standards and local ordinances.
A seasonally high water table was evidenced at 29 inches of depth in Soil Borings 1, 2 & 3. The
slope is about 8%.
The soils at a depth of 12 in Test Holes 1, 2 and 3 have a percolation rate of 10 minutes per
inch. All neighboring wells are located more than 100' away from the proposed treatment area.
NOTES:
Keep all heavy equipment off the proposed treatment area before and after construction
as much as possible. The treatment area should be marked off before construction.
With proper installation and maintenance this system should have no problem in treating
septic effluent effectively.
It is recommended that the septic tanks be pumped every 2 years.
MOUND SYSTEM:
Flow: 4 bedroom = 150 gallon/day/bedroom 150 x 4 = 600 gallons per day.
600 GPD x 0.83 = 500 square feet.
10—foot wide rock bed 50 feet long = 500 square feet
CONSTRUCTION EQUIPNIENT:
A rubber—tired tractor may be used for plowing or disking to prepare the soil surface but in no
case shall a rubber—tired tractor be used after the surface preparation is completed. A crawler
or tract—t}�pe tractor shall be used for mound construction.
SOIL SURFACE PREPARATION:
The discharge pipe from the pump to the mound area shall be installed prior to soil surface
preparation. The trench escavated to install the discharge pipe shall be carefully backfilled and
compacted to prevent seepage of effluent.
PAGE 2 � � �
SITE EVALUATION REPORT
For Dr. Hamad Sajjadi
Sewage Treatmcnt System
GENERAL INFORMATION
This design is for a T}�pe 1, 5 bedroom home ancl in accordance with the Minnesota Pollution
Control Agency Standards and local or�li�lanccs.
A seasonally hi;h watcr table was evidcnced at ?9 inches of dcpth in Soil Borings 1, 2 & 3. Thc
slope is about 8%.
The soils at a depth of 12 in Test Holes l, 2 and 3 ha��e a percolation rate of 10 minutes per
inch. All neighboring wells are locatecl more than 1(1��' a«�ay from the proposed treatmcnt area.
NOTES:
Keep all heavy equipment off the proposcd trcatment arca before and aftcr construction
as much as possible. The trcatment arca should bc markcd off before construction.
With proper installation and maintenance this s��stcro should have no problem in trcating
septic cffluent effectively.
It is recomme�ldcd that the septic tanks be pumped cvery ? years.
MOUND SYSTEM:
Flow: 5 bcdroom = 150 gallon/da��/bcdroom 150 x 5 = 7�f) gallons per day.
7�0 GPD s 0.83 = 623 square feet.
10—foot wide rock bcd 63 fcet long = 623 square fcct
CONSTRUCTION EQUIPMENT:
A rubbcr—tired tractor may be used for plowing or diskinU to prcpare the soil surface but in no
case shall a rubber—tired tractor be usc�l after the surf�ice preparation is completed. A crawler
or tract—t��pe tractor shall be uscd for ni��und constructi��n.
SOIL SURFACE PREPARATION:
The discharge pipe from the pump to the mound AtC;i tihall be installec] prior to soil surface
preparation. The trench escavated to intital( the disCh�ii�,� p�pc shall bc carefully backfilled and
compacted to prevent seepagc of efflu�'i�t.
.:;�.
;�
�
PAGE 2
�
�
The total area selected for the mound, including that under the dikes, shall bc roughened in order
to thoroughly break up any existing sod la}�ers and to provide a suitable transition zone betwecn
thc original soil and sand layer of the mound. The area shall be roughened only whcn the
moisture content of the soil 8 inches below the surface is dricr than thc plastic limit.
Surface preparation or roughening may be performed with a mold board plow, a disk plow, or
a back hoe using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall
be thrown up slope and shall run perpendicular to the slope. There shall be no dcad furrow
undcr the mound.
Disking may be used for surface preparation as a substitutc for mold board plowing in soils
having percolation rates faster than 15 minutes per inch (sand�� loam) in the top 8—inch depth.
Back hoe teeth may be used to roughen the soil surface and brcak up thc sod laycr. Care must
be taken so as not to compact or puddle deeper soil la}'crs: In »o case shall an}� surface soil be
excavated and removcd from the arca.
Mound Construction shall procecd immediately after surface preparation is complcted. Ever}�
effort should be taken to pre��ent rain from fallinQ on the preparcd soil surface.
CONSTRUCTION MATERIALS AND PROCEDURES; DISTRIBUTION OF EFFLUENT:
A minimum of 12" of soil defincd as sand shall bc placcd whcrc thc filtcr matcrial is to bc
located. A crawler tractor with a bladc or bucket shall be used to move the sand into place. At
least 6 inches of sand shall be kept under the trachs to minimizc compacting of the plowed layer.
The sand la}'er upon which the filter material is placcd shall bc le�el. ��r,,
�
Sand is defined as a soil te�ture composed b�� wcight of a least
25 percent of very coarse, and mcdium sand var��ing in size from ?.0 to 0.?� mm, Icss tha��0
percent of fine or very fine sand ranging in size between 0.?> and 0.0� mm, and no morc that
10 perccnt of particics smallcr that 0.0> mm.
A minimum depth of 9 inches of filter material (rock) shall bc placed on thc sand layer prior to
installing the distribution pipc.
Filter material is defined as clean rock, crushcd igneous rock or similar insoluble, durable a�ld
deca}�—resistant material free from dust, sand, silt or clay. The size shall rangc from 3/4 inch
diametcr to 2 1/2 inch diameter.
PAGE 3
PRESSURE DISTRIBUTION:
Effluent shall be distributed over the filter material by three 2 inch diameter perforated pipes
under pressure 61 feet long. Perforation holes shall be 7/32 inch diameter drilled in a straight
line along the length of the pipe. Hole spacing shall be 30 inches with 25 perforation per lateral.
Holcs shall be drillcd straight into the pipe and not at an angle. A sharp drill shall be used and
any burrs in the inside of the pipe shall be remo�•ed. The perforated pipc latcrals shall be
installcd level with thc perforations downward.
The perforated pipe laterals shall be connected to a 2—inch dian�cter manifold pipe and shall havc
their ends capped. The laterals shall be spaced �40 inches on center and at 20 inches from thc
edge of the filter material.
The manifold pipe shall be connected to the supply pipc fi-om the pump. The manifold shall bc
slopcd toward the supply pipe from the pipc.
Straw marsh ha�� to an un—compacted depth of 3 to 4 inches sliall bc placed over the filter
matcrial. A laycr of untreatcd building paper (rcd rosin) shall bc placcd ovcr thc hay or straw.
Gco—Textilc matcrial if approved by the Count}� Buildin� lnspcctor mav also be used.
Construction vehicles shall not be allowed oi� thc filtcr material until backfill is placed.
Sandy loam soil shall be placed on the filter matcrial to a depth of 1? inches in the ccnter of the
mound and to a depth of C inchcs at thc sidcs.
Six inches of topsoil shall be placed on the fill material over the entirc area of the mound. A
grass cover shall be establishcd ovcr the entire arca of the mounci. No shrubs shall be planted
on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound.
Thc side slopes of thc mound will be � feet horizontal to 1 foot vcrtical (�:1). This gcntic slopc
will allo�v easy mowing of the grass cover. The soil material at the toe of thc dikc should be
slightly less permeable or somewhat tighter than the natural soil bclow thc mound. This can be
accomplished Uy selecting a finer soil or by compaction.
Whenc��cr mounds are located on slopes, a diversion shall be constructed immcdiatcly up slopc
from the mound to i»tcrcept and divert runoff.
PUMP AND COLLECTION TANK:
A pump shall be used to deliver effluent to the mound. The pump shall be cast iron or bronze
fitted with stainless stcel screws or constructed of other sound, durable and corrosion resistant
materials.
PAGE 4
Thc pump installed will need to dcliver 42 gallons per minute with a head of at least 23 feet.
An alarm device shall be installed to warn of pump failure. Install the pump control ar.d a
Meycrs, Model D.L.V. Audio Visual, Lo—Voltage alarm systcm or approved equal in a
conspicuous place at thc direction of the owner.
Dosing Volume = ?5% of 750 g.p.d. = 187.5 gallons.
DRAINFIELD ROCK REQUIRED:
Based on 1?.5 inches of rock, 23 cubic yards of rock would bc requircd.
SAND REQUIRED:
Approximatcly 289 cubic yards of cican sand for undcr mound is nccdcd.
NOTES:
A. Plcase sec site plan la��out.
B. T}'pical scctions for construction follow.
C-7
E-3&4
E-6
E-12�
F-7
PAGE 5
NIOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. �OW ��� Estimatcd Scwagc Flows in Galluns per day
Estimated �vv gpd (see pages D-7 or I-3, 4, 5) ���
� um ber
or measured gpd x 1.5 = �� Ty�� Type II Typc III �ry�
I�ed.00m S �v
2 300 225 I80
B. SEPTIC TA��1K LIQUID VOLUMES 3 4so 30o z�a �
4 600 ]75 256 ����
allons (see a es C-3 or C-5)
g P g 6 900 °sz° 33i �Q'.
7 1050 600 370 m
8 1200 675 408 ca„m„
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = Z� inches �9�xTankCapaci�ic�;�g.���,.
Vum6eY of Minimum Liquid L.iquid capYciry wiih
2. Depth of percolation tests = �Z inches ��m= �.�o�;ry tubayedispocal
3. Percolation rate� mpi 2or1C3 750 "�
3 a a ia�o �soo
Q p1 a a b �soo zuo
4. Land slope C� /� 7,8 or 9 za,o 3000
o.�.9 __..
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
lay2r: Daily Flow x �c� = r '::
�s-;; � V gpd x 0.�3 sq. ft./gpd = � sq. ft.
�3--
2. Se��c: �vidth of rock layer (10 feet or less) _ /o ft.
3. Length of rock layer = Area = Width = �
� -= �'r sc�. ft. - /r.` ft. _ ;;�� ft. Rock Bed I
.r.J:,•.f:::::::::::::::::r:f:f I
..�.�..�..�........�.�.... T
��ftiJ:ftil'.%'.%:j:�.f:f:?tif•.•:� Nidth 510 ft.
•:f.r.f.t•:•l•:•:•f•t•!•J�J.J
,ti,.�.ti..�,.�,.�,.�,.�,.�,.,.�..
E. ROCK VOLUME '�f.. . f f . . . f . . . f.r l
F--- Length —�
1. Multiply rock area by rock depth to get cubic feet of rock;
� � �,a sq. f t. x / f t. _ -S"r,�% cu. f t: "
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
�� _ � � cu. ft. + 27 = �cu. yd. � -
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
= ; fo=S cu. yd. x 1.4 Eon/cu. yd. _ � tons.
F. ADSORPTTON WIDTH
Absorption Width Sizfng Table
1. Percolation rate in top 12 inches of soil is�mpi
Pacolation Rete Galions Retio of
2. Select allowable soil loading rate from table on page E; ��M���u� Soil Texturc per day per .�n��«�W.d�n
(nc�(MPI) squux foot io Rock laycr
r,�� g�C��ft� w�a�n
3. Calculate adsorption width ratio by dividing rock layer Fiqer dan 0.1• c�sy,a ----- ---
o.�ws se�a i.zo i.00
loading rate of 1.20 gpd/ft�by allowable soil loading rate; o.�,�s•� P;M s�•• o.�o z.00
1.20 gpd/ft2-�- 0- gpd/ft - /,s2 6�o�s s�,ay�, o,�s.. �,sz
Z 16 io 30 L.oam 0.60 2.W
31 to 43 Sitt Loam 0.50 2.40
- Check this value on page E-16. �e� c,�y c.�, o.4s �.��
60 tn 12p Clay 0.24 S.W
4. Multiply adsorption width ratio by rock layer width to get s�o�.,w� c�sy — --
required adsorption width;
SZx �ft = J5,2ft
G. DOWNSLOPE DIKE WIDTH
1. If landslope is 3% or more, subtract rock layer width from
. adsorption width to obtain minimum downslope dike toe for
absorption:
/S.Zft- �� ft = 5�• Zfeet
2. Calculate minimum mound size based on geometery:
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 Di f ference � ����
/� x �_% �- 100 = 0,g feet ��--�
c. Add depth of clean sand depth of clean sand for L�''°"�� -�M�-�-�•
separation at upslope edge (2a) to depth of rock layer to AodB.dw.d�A�
rock depth and the depth of cover to find the total mound °"�'"Q'`"�'"
-�' �_
height at upslope edge of rock layer;
_� ft + 1 ft + 1 ft = L feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of � �v
e. Multiply dike multiplier by upslope mound height 3,4x ��,, �p__ ����
to get upslope dike width:�.ov x � = 12 feet � � X ,� .
f. Add the de th of slo e difference (2b) to the u slo e -� �� I�w` _ �� � �_
P P P P z,�x-�r,,x��,_2; �, _, _
height to get the do�vnslope height .
�i � , , .. _
r Y ; �r , �6��
�_+4„� = 5�, feet
g. Enter table on page bottom with landslope and ���.���_:�_-:�5�-'-
downslope dike ratio. _ _
Select dike multiplier of /�G �� �" -
h. Multiply dike multiplier by downslope mound height
to get downslope dike width:G,G 7 x •` _� feet
i. Compare the values of step G.1 and Step G.2.h. Select the
greater of the two values as the downslope dike width;
2� feet
). Total mound width is the sum of upslope dike R«�'sea'iviau;�'.�'� ' " °.�:'��io�'ai�'wid�;'''�' �'�'
width plus rock layer width plus downslope '���� ��'���"�'�� �::::�:;�::�:::�
dike width; `'����� xa l3ed Length ��-.R
� .��'°��:�_�r�;�:ll::;':I;:•:;:1;'r{-'. ;:,;:;.';:;J,-';.`f.:.!'•'':•'':•'':•'':•'':•'':•'':•''�:•'�''_�'�
�2 ft + � `� ft +2� ft= �feet Upslope�Dike Wldth ••.;Upslo��wid�,
k. Total mound len th is the sum of u slo e . _ __
g P P
dike width lus rock la er len th lus � ��Sio��'�a��'w�d�fi���
P Y g P
u slo e dike width; �
P ^�P r r 7
� C�- !t '�' � ^ ,lt '�' /Z ft =--�- feet � �������Taal�Length...•..
Wi1S OPC pS OpC
ll I:l 5:] &1 7:1 3:1 �:I 5:1 &1 7:3 8:1
s�lope
0 3A LO 5.0 60 7.0 3.0 �.0 5.0 6.0 7.0 8A
1 3A9 �.17 5.26 638 753 291 3.85 4J6 5.66 65� 7,�7
2 3.19 {35 556 (ffi 6.14 2%7 3.70 t5! 536 G74 6.90
3 330 �S! 5.88 732 8.86 275 357 �.35 S.OB 5.79 6.G5
L 3A1 l.76 425 7.89 9.72 268 3.1i t.17 4.84 5.46 6.06
5 � 353 5.00 (y(�.. SS7 10.T7 261 333 4.00 {.62 5.19 5.71
6 366 5.?b 7.1� 9.38 ]2.(T! 251 3.73 3.A5 4.11 l.93 5.41
7 3d0 556 7.bD lU3! 1373 2�8 3.12 3.7'0 �.23 �.70 5.13
8 3.A5 5�8 833 1151 15.91 Zl2 3.Q3 357 4.Q5 �A9 �B8
- 9 !11 625 9.09 13.04 1892 236� 29� 3.15 3.90 !�0 �.65 .
10 t.29 b67 30.0 15.00 1333 231 286 333 3.75 4.12 �.4!
il 1.{8 7.74 11.1] 17b5 3at3 Z26 27a �.23 3.b1 3.95 �16
12 !19 7.69 1250 �- 21.�3 tJ.75 2Z] 270 3.12 3.49 3.80 �.OB
. END PERFORATION OF A PERFORATED LATERAL
PRESSURE DISTRIBUTION SYSTEM
l-c.�. ca�K
Topsoll �
1. Select number of perforated laterals � , .L--.
�..�. �LoYM of G�ot�atll• Fob�lc (w tau-
� Loomy Sand Lny�r ' Inc�Icyef ol hay w �tiow cover<d
.� :. wltn reC rosin paper)
2. Select perforation spacing = 2�S feeE �, ,a P�.�o:o„«� o„���� �o,��a��e��,
� �.�Inro GOD �ar Top
�
y��i Plm , -At Lmst 12�io Edq•
3. Since perforations should not be placed closer than 1 ft. to �Oroln Fleld Rock -,�" ol Ra�x �oY..
-Perlaallona Lucoted ol
the edge of the rock layer (see diagram), subtract 2 ft. from ���a� ��a �ar« B°"°^' °' �°'°.°'
the rock layer length. `
Cv3 �� oria�,ai smi P.00.ny s�onrea
� Belof� Ploci�q Sand Laye�
Rocktayerlength - 2' ft. - � feet
Tr1BLE OF PLRFORATION DISCHARCLS IN GP!�l
4. Determine the number of spaces between perforations. x�aa Perforation diameter(inches)
Divide the length above by perforation spacing and round
down to nearest whole number. '�n '��
Cc' `�� 1.Oa 0.56 0.74
Length perf. spacing =� ft. -� ft. =�_ s aces l.s 0.69 0.90
p 2.Ob 0.80 1.44
�#3� �#?� 2.5 0.89 1.17
5. Number of erforations is e ual to one lus the number of 3.0 o.9s i.zs
P 9 P a.o l.�s �.��
perforation spaces . s.o �.26 1.�
-� , � --
�~� aUse 1.0 foot of head for residential systems.
spaces + 1 = �_ J perforaEions per lateral blise 2.0 fcet of head for otilerestablishments
6. Multiply perforations per lateral by nuinber of laterals to
get total number of perforations.
� -�- Table 2
� ;:
r '.Nasimum allow�ble number o!qualcr inch perforalions per �
lateral s X perfs/lateral �"'` perforations latcral to guanntce�1056 Discharge vui�lion q
a�°"����'�"'"� 1.25 inch I 1.5 inch I 2.0 inch
7. Determine required flow rate by multiplying 2.5 14 � 18 � 28 �
number of perforations by flow per perforation 3.0 13 ; 17 26 1
3.3 12 I 16 25 �
�� •7�"� ;..;"�. 4.0 11 � 15 23
�,a r 5.0 10 � 14 22
pafs X gpm/perf �gPm.
� in� co• w or atsswc asra.wn�w srs*cr
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 �.--''`�
�_j.
perforated lateral = 2 inches �,,,.-��'` �=�=-
�/
' 9. If perforated lateral system is attached to manifold pipe near
the center, as in lower example, perforated lateral length and `•'°"'�R_�,��="�"'
number of perforations per lateral will be approximately one c�`�"�`"""` ,;
half of that in # 6. Using these values, select minimum �-��=�� " �1°""'�^��
diameter for perforated lateral from table 2 ��w�-�~-- �.
perforated lateral = inches l- �M �,. ""�'��
� .• .yr
�y-/;%�•,�r+"� �.�...._...
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
Gravity Distribution END PERFORATION OF A PERFORATED LATERAL
1. Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of �.a., c,,,„
water use rate. ; �
To0wi1
2, Maximum suggested for delivery to a drop box of a home system is 2,700 _ ,_., .. , . ,:..
.. . .��.`...:.LaYer of Geol�itil� FoWlc(or far•
gallons per hour{45 gpm)to prevent build-up of pressure in drop box. ��„Y sa�a�ri. �,,K„„Y.,,, �,y„,,,,,,,�an.,
�� rifh red fosin paper)
er or e o Psr�orotion Drlll�d HorizoMolly
Pressure Distribution '"'° `'P "`°` r°°
3. a. Select number of perforated laterals ��%P��+ ,ti, A� ��af� �z•�o Eaa�
rain Fl�ld Rock' ,��-i• of Rxk Layer
b. Select perforation spacing= ft. -' ' P,;raa,io��'����a a�
c. Subtract 2 ft. from the rock layer length. c�w�s��a �w, eo��om o� �a�.,a�
r Ye� ��, -2 ft. = ft. :
Or101na1 Soll Propuly ScoriflM
Belore Placi�p Sand �ayn
d. Determine the number of spaces between perforations.
Length perf. spacing= ft. + ft.= spaces TABLE OF PERFORATTON DISCHARGES IN GPtvi
e. spaces+ 1 = perforations/lateral
' f. Multiply perforations per lateral by number of la terals to Head Perforation diameter(inches)
get total number of perforations. �� ,�
�.s x , tera1= perforations. " �
1.Oa OS6 0.74
]S 0.69 0.90
g. �� x gp.��= gpm• _ z.ob o.so l.oa
- 2S 0.89 1.17
SELECTED PUMP CAPACITY 3.0 o.9s 1.2s
� $Pm 4.0 1.13 1.47
5.0 1.26 1.65
B.Determine head requirements:
aUse 1.0 foot of head for residenrial systems.
1. Elevarion difference between��mp and point of disCharge. bUse 20 feet of head for ocher establishmencs
feet
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold �
feet
3. Friction loss Pipe Lengch
a. Enter fricrion]oss table with gpm and pipe diameter. Poinc oE Disch�ge
Read friction loss in feet per 100 feet from table.
F.L. _�ft./100 ft of pipe Elevation Difference
b. Determine total pipe length from pump to discharge p„n,p
point. Add 25 percent ta pipe length for fitting
loss,or use a fitting loss chart. Equivalent pipe F-l8b
length-1.25 tiI11eS p�length� 1.5 inch 2.0 inch 3.0 inch
-7� x 1.25 = � feet gpm Friction loss per 100 ft of pipa
c. Calculate total friction loss by multiplying l0 0.69 0.20
friction loss in ft/100 ft by equivalent pipe length. 12 0.96 4.28
Total fricdon loss= �x�+100= 3 feet 14 1.28 038
4. Total head r uired is the sum of elevation difference, 16 1.63 0.48
� 18 2.03 0.60
special head requirements,and total friction loss. ' 20 2.47 0.73 0.11
2S 3J3 1.11 0.16
�� + �� + 3 30 5.23 1.55 0.23
(1) (2) (3c) 35 7.90 2.06 ' 030
40 11.07 2.b4 0.39
45 14.73 3.28 0.48
TOTAL HEAD 23 feet 50 � 3.99 0.58
55 4.76 0.70
60 5.60 0.82
C. Pump selection �
_ 1. A pump must be selected to deliver at least �> gpm (Step A) � `
with at least z3 feet of Eotal head (Step B).
VERTICAL SIDEWALL SEPTIC TANK
� FINISHED GRADE
�
'~ AT ,LEAST
AT „LEAST 6 T4 I SO I L 4 D I A.
„
�,� 4 DIA. a COVER
AT LEAST I" . AT LEAST I"
MIN. �
r d .. a.
4:i: �
a� �
� q �:
-- � A DIMENSIONS FOR TANKS WITH VERTICAL SIDES
WIDTH W 24" MINIMUM �
�, �ENGTH L 2 TO 3 TIMES THE WIDTH
B DIAMETER 60" MINIMUM
DEPTH, D 30" MINIMUM; 78" MAXIMUM � C a
� A 0.2 D �
AT LEAST g 6" MINIMUM; 0.2 D MAXIMUM 6"
3" c o:4 0
,
AT LEAST 4 FEET
A THIf�D INSPECTtON PIPE MUST BE LOCATED e
NOTES: BETWEEN THE INLET AND OUTLE�F3AFFLES.
t . SANITARY TEES AT LE�ST 4 INCI IFS iN oinM[_1 Erz a. MANHoI E CovFRs SHALL BE LOCATED WITF-IIN
2. Tt IERE SNALL QE ONE OR MORE MANf IOLES, 20" 12 INCHES f3UT NO CLOSER THAN 6 INCHES
LEAST DIMENSION AND LOCATED WITI�IN 6 FEET BELOW FINISHED GRI�DE AND COVERED WITH AT
a OF ALL TANK WALLS. LEAST 6 INCHES OF EARTFI.
3. AN (NSPECTION PIPE OF AT LEAST 4 INCHES 5. SEPARATION DISTANCE E3ETWEEN END OF INLET .
DIAMETER OR A 1�MNHOLE SNALL BE LOCATED PIPE AND NEAREST POINT ON BAFFLE SHALL BE ;�
O�IER BOTH Tf1E INLET AND OUTLET DEVICES. NO LESS THAN 6 INCHES OR NO MORE THAN 12 c
TNE CENTER LINE OF T}IE INSPECTION PIPES INCI-iES. '
SHALL BE T}-IE SAME AS Tl IE CENTER LINE OF 6. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION
TFIE BAF�LE OPENINGS OR SANITARY TEES. A IS 0.15D AND DIMENSION C IS 0.35D.
.. ., . . ,.4• :
. •�;�.:. .
.'::1: . .
� . � '
\ . .._ .. .
PERFORATEQ
;�..:.�...` LATERALS
��4x: .��•> .. . .-::_..._ �_�.
.,�'�'� ,�,-____� ,._-4,--,_ `.`.._�.........._ ... 7
SANDY LOAM S41L :�� , .� � , r�.,� _ -�;>�.,sn:.;,�,,�:.;;,:,�;;i�:;. .
� �: ,�.,.�
. , r� l ' . :c;;� .•.-.
��•.%'r �-'�{'r.�/ �j / //,� �;'.� %�;:_j.
/ � �� �� �',� /. / �+' .��'�.�r
LAYER OF GEOTEXTILE : �`�f'
°' ..►./�� ,� ;;,:
- FABRIC OR 4 INCHES OF '�" '��;�'� ,%`�i:� .;r � �
HAY COVERED 8Y � : .��'' :�;j .;''�/ �� �
�r
BUILDING PAPER ;✓ ,��' ,:../� / / �'� ..-� �' �
I I� 11 �(� G11 ��;�...�. /'�. •."��/� �� /y .�
.
PI PE FROM PUMP •.'`:3 . .;��:�� . �::. � .��.� �� � ' /� %'
1•Il A / ��
�r •. 1� �. �. // yJ /� ,;,
�' / . tiV/� / I� �r
.. / � ',% / � .i / � �
;: � �• / J ii �..�
3/ N— 2�/ N ' � ' ''� '' s'`� -r
..,,�,�- ,�% ,- 6,��j ��-��/
�CLEAN F�OCK � .., 3 � � .,,�� " „�" � , �'�� ,•'� DIVERSION FOR
�` ' ' -��� �''�' � ,� SURFACE WATER
, .. .....;.,. �� , ,�
6" TOPSOIL�� " ,% � - - •' � . ��
.SI�' I V� / .� / .
•%�tI ..�J����� f V ''�.y✓� /,I ./ , �:/;
J N� / ,_Gy �/y �r
�� •►.1,'`iv'�^'�'•' +"�'� ��k+' �� �/ ,r :"!..^
,�. �- : �:� � -� ,: 3 ,�,,
.,,, A� ' p � �L� •.~ � '' /� %�/.
_'�. 1-= _-`" �:� �-=� �9 �..�, �;�. Mqk I ,...:`.
.�• _-;. a .�. � ,, .. .,%��:
, �. /o S -�.,.�� + � ' :� ?.:�•. * �.•�f,•.
� ppE _ "'` . . . . '�`�t.�� ,:. �; •;4,,..:�:` w`
�E � -�. �� �-��" �, .;��'>�,..
SqN qN . �T -.:--r ::,'�:��..� ,;.:.:,.
� ` . � '� '�a':?' ' %- �i;-:�;:�--.;.
6'' �;��:���;�':
FI�� Spp~ � . �-� �.;� .:.,�::,;;.�:;,:.
. `� ri.v^ ` _
. eRoKE�qYER .. - �: ��- � ��.�;: .
N �P ` ���. �.. , ;;.� ��+ .��
QqRNqTURA �`���,= `�.
��ER `� �, .�;:....
:...��=
. AYFR �M .
,
C-4
. LAYER OF GEOTEXTILE LOAMY SANO CAP
FA8R1C . PERFORATED LATERAL �
GRA55 COVER 6 INCHES
CLEAN SANO FILL .. TOPSOIL
_��:
MAXIMUM SLOPE—i � �� � ' �" ' �
3TOi
` TOPSOIL . 3 CLEAN ROCK 4°
PLOWED OR /4 TO 2 /2 INCHES � ��o SL.OPE
OISKED SURFACE
` SUBSOIL � �
CROSS SECT[ON A — A
PIPE FROM
PUMPiNG CHAMBER
, � 1 I 1 . : I �: I l 1 l .i I
W � ! n � � I /
� Y
�
. � - - - �
�� � �
� , �
� � ;
�PERFORATED ' ; � I ��
• L'ATERALS � � � � �. �
. � � �. .I
. � � � �
. � �
i ' � 4 .
, , �
� I i � � -
I � ; _
" 8ED AREA ( � � � ~ -
_ . � „ � :
� �� � Z
�---- ' -� W
i , I J
• � �
I i i � I �
A I i W � = 1 I m : A
_ �
- - I � V � U � I - I .
i Z i Z '
� � � ' � 20
. INCOHES I � Q�d` � INCHES
I � � � —"
� � � �
. I , � � I
_ � ' ;
. �'_ ' _ '_� -
� _ �
. O�KE iO FEET.�_pIKE
MA X_
TOTA L W 1 DTH ,� \
. . : . . . . . . . . . . . . . �' � � � ' � l
� / � � � �
PLaN VI EW
. �%`-;��"'. �,,
, � _ ,y�_;:-
'"�i�'�".`.J.+j�� /^.%
����... :jn:.� ::=•- .
� .;J'�_.'+ '.j:�:i;+` f
��� '.3 � _
. t ',;�: ..�c'+: ./ . ..
S�t�.''=. ..'.{ ,i
/ ����,.��..; ::;__. ;;��'�' �
,./_ •- -,= =:';-��:j�.="" ,, %�✓
-:-'-=1;�':.�,';=�:�-._: r�•.
� �' �:..%�.��`�.-.,�'.�r��� 1 %
� � '�-1 i���i:�'w}��y - ��
`` � � i.,/��`�;�..;� ri '� LC� _
l �S�','r'�.. �..5.••''�f., �y. 1
' „ '. ,;t.,��?i ". �/ �
' � i'.� '" ..y"...< `
`f�:
^" � � �� -�-�- y' �- r.� :• , .
.. •`� • a� 4"ry � —
" r � ` �r1-.' '
.. .,.���,, 'X's,°.. `-��K�r V //
' •'.�-;'�"'t�^w�''' ''��,;9���� -,�' � " �/
r..•�"•y'•.. ",'V"'.•'::1,. .a,..+..:.. .�� y t. j
�rr ,.+ ��^y„'�^^Y',y;� �lii�YY'.Y ,�. ��,�,r..4�n... ti' � � l
' �y' �.'',� ,..�.;..^„�t��7�. .. ..t "'q�- .i _ �% ` , _
~`1 ��'�4����..j�.':^.��yw T � �y / /
1 ..� � ' ti ,,:���tS..� �, � f� .�-�
`� `�` '�` t�,�- ,��" � �, i`%�� ,�
'� �' �.� � � � 1
``'- �, �.�� . ._ - �—
,ti� �.� � _ .�.
,�_\� M -,.✓
�_ 1� _
�_
RECTANGULAR SEV1/AGE TREATMENT MOUND
.�=m--_ _
.�, ��'�_-:,;�;�=_- -- � i
;` _ ,' -. _ :"_,;;;==��r, � � �.� ,f,��
���. - �� `
_ _ :< • %,_�;.
�-�>. -- ; � /� _/,�
�'� ° ~�= ��- •� .�r � �` DIVERSION CHANNEL
,�� w•= " ������ , � �•" �/ /� FOR SURFACE RU NOFF
�. - '���'_ ��r/ 4 t/
� " = - - "'s�=��==� r N SLOPE
' _ .:�;?xr`�:""��,_. �
: - - - _1-=•_ I ' /
`' _��� �^�i=���:�.�� f �
! .� �v _.r ' � .� 7'�,�<��_
� � � +`= _ _ �:. Yi�•��y
�'!. -,�(,��:�'j // �
�y/�� __`�' •r!"�.���iI�3 r.! ��� .I� � ` � ,
J ��iL�+y.�'.+'i'�"fi N v_`.�`M.Y`I,�( I
- `u��t.+� - /
�h- � V�_�4Y'f r"ll:�.������
1"� F,r..r«� "��.� rfi'•:i4!'=� �I
,��'"���I i'� -;'"��.t.:.�: I '
� -� Gv�Y11� �
' •+.-v �r.
l�/ ����'Y.. t! ���_ . 1,�F � �
�� `� 1
... �_ � ' h � .,1� �/1
� � r- � c ' J✓
/,^ y �i� �
� � i �— � ,,�/�
` ^� J' _ .� Y� J r• -
�•!. __.�•�.�r. �� _ ' �
_ �•.� .
SEWAGE TREATMENT MOUND ON CONTOUR
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND �
PERFORATED PLASTIC PIPE
� PERFORATIONS SPACED 36" N sPACI NG �
END ON CENTER. PERFORATION � � PERFORAr�O
VIEW s�zE I✓4 _ � .,, �s.. �
2"MANIFOLD
PIPE
PERFORATIONS ON BOTTOM OF , i
PLASTIC PIPE � .
40,, �__ .
� `_� (ALTERNATE LOCATION
OF PIPE �ROM PUMP)
END CAP �Q��
�ArERA� �
FpRATE� 2" PIPE FROM � N
OF PER PUMPING CHAMBER
�EN�rN �
. i
REDWOOD, CEDA OR
WATER TIGHT a LOCKABLE ELECTRIC BOX TREATED POST �4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS �-NSIDE BpX�� CONNECTIONS MADE
2" PVC CONDUIT SCHEDULE 80 -�
MANHOLE COVER CHAINED & LOCKED 6��SPACE LOOP OF POVi�'ER CORD FOR
. � SETTLEMENT
SEALED MANHOLE RINGS FINAL GRADE ,
� - \ AT LEAST 12�� �'' ��
UNION BELOW GRADE
� WIRE FROM POWER SUPPLY
� � PIPE IS LAID ON A UNIFORM SLOPE FROM
' PUMP STATION UP TO SOIL TREATMENT AREA
�+ _ _ FOR PROPER DRAINBACK
SEALED TANK -COVER �— IF PIPE AT TANK MUST BE LOWER THAN
UNION TO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN A �/4 INCH WEEP HOLE MUST BE USED
W ITH ANCHOR
ALARM FLOAT ON SEPARATE WEEP HOLE
ELECTR I CAL CI RCU I T
NOTES� ELECTRICAL WIRE FROM POWER SUPPLY
S�RT LEVEL � �._ MUST NOT RUN OVER ANY TANKS BUT
'` MUST BE LAID BESIDE OTHER TANKS
3��� �� AND MUST BE PLACED IN CONDUIT
ALONG POST
. SHUT-OFF LEVEL� _ ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
PUMP CONTROL FLOAt CONDUIT. WIRES CANNOT HAVE GROUND
CONTACT.
� 0 �' : �
: .� .. : :-0
�
,
V
Lo�s of Soil Borings g_31
o2/J � �
Locatioa or Pro,j ect ! ✓`�� � �4 '
` Borings made• by �� ��� Date 7� �� -93
Classification System: AASAO ; IISDA-SCS
; Unified ��� other
Auger used (check two) : Hand ��r Power ; Flight , or Bucket `� other
' Depth, Boring number � Depth, Boring number �
in - in Surface elevation
feet
Surface elevation feet
• 0 �+ /
0
`J:-�PC K ���✓b�� l ��'YCk �O�JO �� (
�
J
-�: 1 /
1 — �!�-- '�:-� -!�r�:,.� � l�� lG Q Y,ir _, , _
��•``'�-',�1.`�.:, f`j`�Y'.�:a.;s'E C�f�Q�'�
j � .
�L'�
2 — ,� _ ,;- .�� 2
3a `` ���:� • :,:, ;f, n.1,, � n d y l�G�
�10 f�-Jr�� —
i�-f�;�-;' /,�,- n
3 ---z---- 3 , � �i
�e� ,�S� f3,rGw�t S��r� ,
,� _ � � 1 , ;; ,.
.,n ,� , ,� f �:�;i;�,
4 _ c„�,��; 4 — . .
CDa�� �il�,,�-l;a,�
5 5
6 —
6 —
7 —
7 —
8 — 8
� � feet.
End of boring at � feet. End of boring at _
Standing water table• Standing water table:
�esent at feet of depth, Present at feet of depth,
hours after boring. � hours after boring.
Not present in boring hole
✓ Not present in boring hole V •
Mottled soil: Mottled soil: �
Observed at �� � feet of depth. Observed at feet of depth.
Not present in boring hole Not present in borin� hole
Obs�rvations and comments: Observations and comments:
LoRs of Soil Borings g_31
Location or Pro j ect �3 yl� Sq � i C�O i�
n Date �' ��o' �
Borings made• by �� � � �" � �" �
Classification System: AASHO ; USDA-SCS ;
Unified � other
• Fli ht , or Bucket �other
� Auger used (check two) : Hand � or Power , 8
� Depth, Boring number 3 Depth, Boring number
ia - in Surface elevation
feet
Surface elevation feet
o � �3���IC ��'So, ' t
�3�<<� l� rG,�So�- �
1 — 1 �� ,i
�o� -��o�n �'J:i r
kz�- ����..� C/Q� /a�� ,.� , �
2 �„ - 2 ,,--.
�c.
p � . / � � �a�i - f�r'a�,.�r �, .. .��., ,�!�v:-
/'''� _, r;:r .^ 3 , . , ' yl
, C'� �I ,✓ f' .���: .. . '.I '.� ;StY-; ..
3 — �l ����'�{•�.' � r�
�'
;., r.i`
.._.:vz(_....-- fIl f1•.�.i,�'r"'n Q ._C�"'� ...�-_.
/ -
~' 4 —
4 -, , ..-
ii�'�.'-1 .. �'!/!�y.)'r" ,�,+i ; �..
U
�E? (Y - �/� J�/� �=y �..^�✓
5 5 —
6 -._ .,..�__�..._.. .�__...___._---_�.�...�_._.�.
6 —
7 —
7 —
8 —
8 —
� r
End of boring at feet. End of boring at �a feet.
Standing water table: Standing water table:
F�esent at feet of depth, Present at feet of depth,
hours after boring. / hours after boring. _
� Not present in borin� hole � �
Not present in boring hole I
Mottled soil• Mottled soil: �r,�f;�;�,,;.,..
Observed at '3� 5 feet of depth. Observed at .�_� �'of depth.
Not present in boring hole Not present in boring hole
Obs�rvations and comments' Observatinns and comments:
PERCOLATION TEST DATA SHEET
�
r
a.m.
on �- a� 93 starting ar � - .5U p.m.
Percolation test readings made by �G• � F• � rea«�
Test hole location � 3y�(O , Hole number � , Date hole was prepare� �-�� 93
Depth of hole bottom � � �nches,Diameter of hole � �nches
Soil data from test hole:
Depth, inches Soil texture
� . / % ��y�� � :
Method of scratchin�sidewall ' '� "`' �� ' � /` ""`�'^
�
Depth of gravel in bottom of hole � inches
J--%�'_' ' -F '� ^
Date and hour of initial water fillin�. � , Depth of initial water fi]ling ' inches above hole bottom
!;� -
Method used to maintain at least 12 inches of water depth in hole for at least r�hours �'�-'`
, Maximum water depth above hole bottom during tesr � inche�
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
� : sv � r,�� i
� � i� ao y ' y 3 /y �, l5
� : � v � ���-���i
a : 3o ao S 3/� a -� � �
� : 3 � � ���,;�
� � �0 20 5 %a � a 8;00
a � 5 6 � �� = �,.
J � Ib 51 a ' �, ��
��.
Percolation rate = ��g7 minutes per inch.
PERCOLATION TEST DATA SHEET
,
.•-�
�� d �" f� , F', � -a 7� 93 � - 5� a m. �
Percolation test readings made by on starting a� �
r�«i
Test hole location / 3`��� ,Hole number � , Date hole was prepare� ��a 7� �-�
Depth of hole botto 'nches,Diameter of hol inches .
Soil data from test hole:
Depth, inches Soil texture
C� � / � ��� �'�-` �
� � � �y �; ^��
Method of scratching sidewall � �
� Depth of gravel in bottom of hole �� inches
� `,_-,,C'y,� ....
Date and hour of initial water filling'' °�`' ,'Depth of initial water fillin� �� inches above hole bottom
;� .' "
,. ,_
Method used to maintain at least 12 inches of water depth in hole for at least�hours
�
, Maximum water depth above hole bottom during tesr inche�
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
! .i '7 � � •
� l � � � � ,_..
� : / � � �.���
a : 3a ao 3 � Y3l . �
t� ?
a . 3 a- � ,T-� - ;
� �sa �� 3 /� y � L.yy
,�,
Percolation rate = �• �� minutes per inch.
PERCOLATION TEST DATA SHEET
T`
r
�, � . � � P on .7� �7� 9�tarting at � � JcC� �
Percolation test readings made by rda«�
Test hole location �3 /�� , Hole number , Date hole was prepare� �' a 7� 9--3
Depth of hole bottom � � �nches,Diameter of hole inches
Soil data from test hole:
Depth, inches Soil texture
� — �� ��� Sc��+ �
Method of scratching sidewall ��� �C ��#��`P��
Depth of gravel in bottom of hole�inches
Date and hour of initial water filling7����' � �v,��^Depth of initial water fillin� � d inches above hole bottom
�a � �, .
Method used to maintain at least 12 inches of water depth i�hole for at least�hours �k��'
,Maximum water depth above hole bottom during test � i�ches
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
,— ,
1 � �� � r ,
� � , � �� i � �y � . ao
^
� . � :� � , '� 2T � '
2 : 3 ao � / 5� Y 3. �1
--� ,�
a : 3 3 8' . ''
� ;
a � 5 3 a v a � $ 5 %s 3. qo
^
; 53 g ' �
� - 3 2 0 3 5 y,o
��,
Percolation rate = �' � minutes per inch.
1 �i�. �:
PERCOLATION TEST DATA SHEET
�
� a.m.
Percolation test readings made by �`'� � � ¢ r �� o� �- a��g 3�t�ng�r � � 5� �
rdarU
Test hole location
7 � /�C.� ,Hole number S , Date hole waa p1ep�rt �"a ��4'3
Depth of hole bottorr��� �nches, Diameter of hole 'nches
Soil data from test hole:
Depth, inches Soil texture
�
/'�— l j % �,+C �C'
�
�
Method of scratching sidewall 1���' % C i._'. � ..;i'�'
Depth of gravel in bottom of hole '� inches
, ,, �.,
Date and hour of initial water fillin� ��'�� ^ ', ,Depth of initial water filling � � inches above hole bottom
i!� � --^
Method used to maintain at least 12 inches of water depth in hole for at least�hours f��
, Maximum water depth above hole bottom dunng tes+ G inches
Time Percolation
Time interval, Measurement, Drop in water rat�. Remarks
minutes inches level, inches minutes per
inch
� ;;, � F 1 !
;� l �D J J� � 1� g' �
a.�
g f� ,� '��
a; 3 aa �% / 3/ � � - y3
a , 3 � l�� ,'r!
� : ao a I /a i �- ��
� ; 5 � �e-�'' /
3 : � y 2 � /� l 3/� i . �5
-�� �y g e-���i
3' 3y �o � a I ' a / 3, �
+
_ �;,
Percoladon rate = � � 7 'nutes per inch.
. �
PERCOLATION TEST DATA SHEET
�'`
x
l': D d�' � l� o„ �'a 7- 9�starting•ar � �� 5� �
Percolation test readings made by �ea�e�
Test hole location �3 y/� ,Hole number � , Date hole was prepare� �'a �� 9'j
Depth of hole bottom � a inches, Diameter of hole�inches
Soi]data from test hole:
Depth,inches Soil texture
� ,
/'� - � "� TG ' ��, ,�
Method of scratching sidewall '�'�=P ^=- `�" '�'' r' '��
Depth of gravel in bottom of hole � inches
%�.�fi .r /1 s�,r ;Y J
Date and hour of initial water filling `" � ~ !vDepth of initial water filling � ' inches above hole bottom
�F" =�:�r-,
Method used to maintain at least 12 inches of water depth in hole for at least�hours -
�
, Maximum water depth above hole bottom during tesr inche�
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
� r
� � yr ,-
� ; ! / �o / �. �(o
� � il � , �-. ,
a : 3� ao 5 %s � �'/$ �� �
�; 3 g� :���
-� 5 �/� � %� q� y
,; , - / ab �
� j�,� � ' ;'i
J ; � / -
3 ; 1� av �'�g � /� , �
^
3 � i/ P' c� ,��' "
3 3 ! av CP a /�
�.�,
Percolation rate = �' �O � minutes per inch.
LA � .. �
. ���� � � . v . �
�' . � � �'
•
' - ' � M
, �
�
��
. 00 .
� � o 0
a�.-�. w
•w T� i
• a} n
� y � N L' i 3..�n'�
_ U ` � O 'r' e ���o
N � o ,, ° ��=_�m
� i. 0 O � �-�iamm:.
�� C � �..
y � O C 0 O y
/ i � a � C ��
� � Q
• T•j O L � �v�f
►. m � C N tn
� ��' O ."' T
EXISTING � � � c
HOUSE � � c H �
//'' �° L ° m .- �
� IJ� O N U � 3
� 108 � \ N ' � �
� � � N � � � � ' �
� c o c � O i p
� � ---IO6� � f y � T O >' �, o� z
�/ a ._ �
L
��- / / —�0 / \ \ Z �— .a O C3. E � i m vi
� / A4 F
� / �_ . � o .ul
-�J � \
c � `�p c� �� � r -�-- '~ ��2 — i \ \ _
I , � �� ��� �� �_� 4�� � � � � �� `
1 I "a Y 1
� �js'� Existing septic tanks '� - • � � ''-'�
� � J O 4 O
�-- _ �.� ��� �J� may be used if approved�� � i� 1 � m
.� � I � \ �� n
+ ��r ��� / `� )� by the City of Orono 2" P V Y
`7 V �, j � � .o o m
� f '� , -� ---� �-.frfstail l250 gallon/ r'�� \ � \ F a '� �
�/ � � �/� �� �� ump t4nk ` \ SB I � �
� I \ � � •�
� t \ � \1 � rJ � ..
NOTE: 2 soil borings were taken � \ � \ j Z u� o II a
m ct 0 -�� w
a p proximatel y 100 feet north of the ��o � _ \ \ � � � o�� TH5 � _�u
house, both of these borings indicated �� � \ \ o \ p 1 � � `" sB4� 112 II
fill material which is not acce table � J
p \ ` \ � ? � � � I . (n o
for sewage treatments. �
, . � , \ 1
0 0 � ��
� ` � � ��sB2 �J � _
� � �
0 TH2 0 � �
9e \ t , d
� /
PROPOSED ELEVATIONS: � �- ` � � ;; U?
` I � �- \ II. � �
` 1 =
! 0 . c�
� 1 � l TH�.`
NOTE: If the existin se tic tanks are used, . � � I�o Z �
g P \ � � �
the pump tank must be lower than the septic � � � ,
M
tanks. This design is based on the top of the � � ` / a L �
.
pu m p tank bein g at a p prox 100.0 feet.e If \s�� \ � i D T H3 \ `}-40•• 8css w o o d s , , � Q � �
t h i s t a n k i s l o w e r e d o r r a i s e d, t h e h a d � � �
calculations for this system may need to be � \ ` � � � � a �
� \ � - .
re-calculated. \ oe �
. s ��
. � � \ \!Og � � o�,�
PROPERTY LOCATION: � � �
BENCH MAR : \� N _ � . . � � ' I
K
. • Part of Section 36, Township 118, Range 23, � set wooden hub ot � � � � � �
42" Oak Mee - � �
Hennepin County, Minnesota. assumed E�ev.-100.00 .
. e � l �