HomeMy WebLinkAboutSeptic design/info a �: �
SEPTIC SYSTEM INFORMATION
STREET ADDRESS �Z..�� ��J/l!��b/�J �OI��Y
LOT � BLOCK SUBDIVISION �B/��N ��-E'N
MONTH AND YEAR TESTING DONE ��� ����
ITEMS ALREADY COMPLETED_ (� P�� ���� , � So1L ,�D/e/NC��
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NEED TO COMPLETE BEFORE ISSiJ�ING BUILDING PERMIT;
OBORINGS
OPERC TESTS
SYSTEM DESIGN "
(X J SITE PLAN
>��C
O OTHER
SUBDIVISION FILE NO. 7 �
DATE THIS SHEET FILED �J`�'�7' BY �
. U
TO: Jeanne A. Mabusth, Zoning Administrator
FROM: Michael P. Gaffron, On Site Manager
DATE: June 15, 1983
�
SUBJECT: Proposed Subdivision for Willow Properties,
Gary Peterson - Soils and Site Investigation ,
Review ' I
I have reviewed the ten proposed lots and wish to make the
� following comments:
Based on the Hennepin County Soil Survey, soils on
this property include Lester loams and clay loams,
Hayden loams, Hamel loams and LeSeur loams, as
well as a good deal of marsh. Tested sites are
located on the higher, better-drained soils. Some
areas of sandy soil were reported on the most
easterly lots. Based on the soils and water table
data submitted, shallow trench or standard trench
systems appear suitable for all lots. Following is
a summary of the soils data for each site:
Lot 1 Block 1 - Percolation Rate Average 22 MPI both
sites
- Primary site - slope 50 - mottling at 3 . 5' - water
table at 3 .5 ' - modified shallow trench system*
Maxi.mum Trench Depth 6" into original soil
- Alternate site - slope 8� - mottling at 4 . 0 '
Water table at 4 .9 ' - shallow trench system - maximum �
trench depth 12" into original soil
Lot 2 Block 1 - Percolation Rate Average 18 MPI both sites
- Prim�.ry site - slope 70 - mottling at 4 . 2 ' , 5 .0 ' - water
table at 4 .5' , 5• 5 ' - shallow trenches - Maximum Trench
Depth 14" into original soil.
- Alt�rnate site - slope 8� - mottling at 3. 3' - water
table at 3 .3 ' - modified shallow trenches* - maximum
trench depth 4" into original soil
Lot 3 Block 1 - Percolation Rate Average 23 MPI both
sites
- Primary site - slope 10� - mottling at 4 .0 ' , 4 .5 ' -
water table at 4 .0 ' , 5.5' - shallow trenches -
maximum trench depth 12" into original soil
- Alternate site - slope 8� - mottling at 3 . 5 ' - water
table at 3 .6 ' - modified shallow trenches*- Maximum
Jeanne A. Mabusth
June 15, 1983
page 2
Trench Depth 6" into natural
Lot 4 Block 1 - Percolation Rate Average 19 MPI both
sites
- Primary site - slope 12� - mottling at 5 .0 ' , 5. 8 ' -
water table at 7 . 7 ' , 7 .2' - standard trenches - maximum
trench depth 24" into original soil
- Alternate site - slope 14� - mottling at 5 .0 ' - water
� table not encountered - standard trenches - maximum trench
_ depth 24" into original soil
Lot 5 Block 1 - Percolation Rate Average 8 MPI (primary
. site) 28 MPI (alternate site)
- Primary site - slope 7p - sandy soils, mottling not en-
countered, water table at 5. 3 ' , 6 .0 ' - standard trenches
- maximum trench depth 28" into original soil �
- Alternate site - slope 7� - mottling at 5.0 ' - water
table at 5.2 ' - standard trenches - maximum trench depth
24" into original soil
Lot 6 Block 1 - Percolation rate average 13 MPI (primary
� site) 19 MPI (alternate site)
- Primary site - slope 9� - mottling not encountered - water
table at 7 . 5 ' , 7.8 ' - standard trenches
- Alternate site - slope 10-120 - mottling at 4 . 3 ' , water
table at 6 . 8 ' - shallow trenches - maximum trench depth 16"
into original soil
Lot 1 Block 2 - Percolation Rate Average 26 . 3 MPI both sites
- Primary site - slope 80 - mottling at 5. 5' , 5 .9' , water
table at 5 .6 ' , 5. 9' - standard trenches - maximum trench
depth 30" into original soil
- Alternate site - slope 7� - mottling at 3.5 ' , water table
at 4 .3' - modified shallow trenches* - maximum trench
depth 6" into original soil
Lot 2 Block 2 - Percolation rate Average 31 MPI both sites
- Primary site - slope 50 - mottling at 3. 5' - water table
at 3.6 ' , 3 . 7 ' - modified shallow trenches*
- Alternate site - slope 50 - mottling at 3 .0 ' - water table
at 3.2' - modif ied shallow trenches* or Mound - maximum
trench depth - at soil surface (see note below re modified
trenches)
Lot 3 Block 2 - Percolation Rate Average 10 MPI both sites
- Primary site - slope 80 - mottled at 4 .5' , 5. 0 ' - water
Jeanne A. Mabusth
June 15, 1983
page 3
table at 4 . 5 ' , 5. 3' - shallow trenches - maximum trench
depth� l8" into original soil
- Alternate site - slope 60 - mottled at 3. 8 ' , water
table at 3.8 ' - modified shallow trenches* - maximum �
trench depth 10" into original soil i
Lot 4 Block 2 Percolation Rate Average 14 MPI both sites '
- Primary site - slope 7� - mottling at 4 .4 ' , 5.5 ' -
water table at 4 .4 ' , 5.6 ' - shallow trenches - maximum ;
trench depth 17" into original soil
� - Alternate site - slope 50 - mottling at 4 .0 ' - water
table at 6 .4 ' - shallow trenches - maximum trench depth 12"
into original soil .
*Modif�ed Shallow Trenches - where water table or mottling
is between 3 .0 ' and 4 .0 ' below the surface, a standard
12" rock depth (6" under pipe, 2" over) must be used in
conjunction with an appropriate depth of fill material
to retain a 3.0 ' separation between the bottom of trenches
and the water table or mottling. Fill should consist of
material classified as loamy sand (USDA classification) .
The original soil must be dryer than the plastic limit
before placing fill . The original surface must be scarif ied
or disced to break up tlie surface vegetation mat. The
loamy sand fill must be placed over the entire area so that
no trench will be located less than 10 ' from the edge of
the fill . The depth of fill required will depend on the
allowable depth of excavation into original soil based on .
the water table or mottling.
I recommend that the subdivision be approved as proposed. The
developer should be warned to keep all traff ic, fill excavation,
etc. awa� from the tested drainf ield sites. In some cases
where road construction will be near the tested sites, extra
caution must be taken.
MPG:jl
SITE EVALUATION REPORT
FOR WILLOW PROPERTIES D ��+ �Q
( Gty.RY PETERSON ) �!f^I ,n
ORO1V'C, NIIdRESOTA MAy . , 1
.3 ) , .
C1TY �..�- .
5-30-83 _. .
�.
On P.ay 4-30, 1963 six percolation holes were tested c,n
each of 10 lots and 3 soil borings taken on each lot as well
in accordance with the provisions of Individual Sewage Sys-
te:n Treatment� Standards (WPC-40) adopted in 19?8 by the N:inn-
esotd Fallution Control tigency. In addition, other soil bor-
ings were taken in lower areas to determine the possibility
of obtaining more than 10 Iots but water tables were found
to be verg high and the soils were fcund to be very slotirly
�ermeable.
�ccarding to the soils radps and the information we
found in the field, tne higher areas had very good so�ls for
drainfields while the lower areas and swales had extremely
poor soils �or drainfields . Thus, we tended to stick to the
��i.gher �reas while still leaving room for ample building
sites , uowever, ance houses are proposed to ��e constructFd
it :riighL be desired to shii t some of the drainfiel3 are�.s .
Then r �•a �esting woulu be reo,u?red and i� �:oul� �.e �,dv�se-
�:.ble �o 'r,�eN. �s hio��� u; o:: t}_e �_nc�s �s w;�s prEvious i�* tas-
ted.
E-�c�: S�Le tea�eu :ti,�ulo. be :'.CCEi..��C.le �or eitY�ar � st�:.ri-
dara o-r s1�:allow �rer�ch drG.infield system and is noted on the
attached dra�ring. It also might be necessary to use inter-
ceptor drains to divert runo�'f k�ater but this would be rrien-�
tiened in the systern design for the individual hou�Es once
the� are rE�dy for construction. If ar.� additional ir�formy-
tion is needed, please contact me .
Sincerely,
PERCOR, INC.
�,���.�''.i�`" .-
Mark S. Gronberg, .E.
"'�WILLOW PROPERTIES
LOT 3, BLOCR 1
Percolation Results
Hole No. Material Percolation Rate
P-1 � Brown Silty Lo� 20.0 N,in./Inch
�-2 Black Loam. g,2 ��
P-3 Brown Loam C6,7 �� I
F-4 Brown Loam ' 21.8 _ ��
F-5 Brown Silty Loam 11,1� «
P-o Brown Clay Loam �}.E.O "
The �vera�e percol�:tion r4te is 22 .9 rrlinutes �:er inch.
SO:i� �OT'lZ!�;S
T,
5.�. ; 1 S.3. � 2
.,._
Der_i,h(ft. 1 ?:�teri�l Denth(ft. ) i��aterial
G. C-0. 3 Dk. �rr_. S��:d�= Lo�;� 0.0-2.0 �lack Loam
� C . 3-�-.� tilacl: I,o�rn 2.0-3 •5 Brown Loam
';•0-c'�• 0 Dk. 3row:i Lo��r� 3•5-4•5 Brown Sandy C1ay
P:ottled soil at �..Q feet :.r.d w�ter �.5-6.0 Lt. �ro�rn �Loarr.
tw�le �:t 4.0 feet after 2y. r�ours . r.
.�.ottlEd soil Gt 4 .5 feet and
water table �t �. .5 feet 4fter
24 hours .
s.::. � 3
De�th(i t. ) r��teri�l
�• �-�•3 Bl�.ck Lo�r�
0.3-6.0 Lt. �rown Lo.:�n�
A:ottled soil t 3.5 f�t �nd �,�,�ter table
at 3. 6 �eet �fter hours .
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100
SCALE IN FEET a��. ������Nr . ��� � GORDON R. COFFIN C0. INC.
� DENOTES IRON MONUMENT �-�---s-�I�----------� - _ ENGINEERS 8r LAND SURVEYORS
�EARIHGS SHOWN ARE ASSUMED ���y-�►����•-..� -tQN� LAKE, MINNESOTA
e.ao oro a.�a.an aa aa�a+�aw�a.a
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� O� :; CITY OF ORONO
SEPTIC SYSTEM A►PPROVAL
��n� �
���� - C ITY of URO�TO
� �
,� (� ��.`�� � � M��u o� _ -
� ti'.�d N Post Oflice Box 66
ti
C
`i _ G c��saY,��t�ss�z3-oo6s
�9kES�i�g'�
� LOCATION• 2255 Abingdon Way
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: S—P Testing REPORT DATE: June 3, 1996
The City of Orono has approved your on-site system design as of June 17, 19 9 6
(approved-disapproved) (date)
with the following comments:
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 Depaztment
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 RON
By
Step n c , On site ystems Manager �
� T'ELEPHONE-973-7357�FAX-473-p510
S"P TESTING� ��C. Steven B. Schirmers • MPCA Cert.No. 627
ti� ' + 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566 �
FAX (612)-497-5011
State License#394
June 3, 1996
Eiden Construction
Lot 3, Block 1
Abingdon Glen
Orono, Henn. Co., MN
This on-Site Sewage Treatment System is Designed for a Type 1, five bedroom home
designed in accordance with the Minnesota Pollution Control Agency Chapter 7080 and
local ordinances.
The soils on this site are SCS soils mapped - LtB - Lesueur loam. The seasonally
saturated soils were located at 20"to 28" (mottled soil). Due to the seasonally saturated
soils, a Pressurized Mound System will need to be installed to treat septic effluent. The
bottom of the treatment area must be located at least 3' above the saturated soils.
The soils at a depth of 12" have a percolation rate averaging 5.6 mpi.
A pumping chamber will need to be installed to lift the effluent to the treatment area.
The power supply and switches must be located outside the manhole and pumping
chamber in a weather proof enclosure. A waming device must be installed with a light
and sound device, this is in case of a pump failure.
The manifold and supply line pipe must have back drainage to the pumping chamber.
The distribution pipes shall have their ends capped. Be sure the rock and sand fill
material are clean. The sod layer below the entire mounded area must be tumed over,
just break up the sod, be sure not to over work.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
1
• t
Keep all heavy equipment off of the proposed treatment area before and after
construction. The treatment area should be marked off before construction. This
Design is not valid &the system wiil need to be relocated if failure to protect the areas
proposed for On-Site Sewage Treatment occurs.
With proper installation and maintenance, this system should have no problem in
treating septic effluent effectively.
Nothing other than gray water(laundry, showers, etc.) human waste &toilet tissue �
should be disposed of into the septic tanks. Garbage disposals are not recommended,
due to adding more solids &fine solids passing through to the system. Excessive
amounts of soaps, cleaning agents 8� chlorine agents may kill the bacteria needed to
treat septic effluent. Additives are not recommended. Recommend to pump & clean
your tanks through the manhole by a certified pumper every 2 years. Check with your
pumper to set up a schedule.
Steven B. Schirmers
2
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N�DT /4�ROVED — CORFBEET& RESUB�IT � � �,
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o'-� 'f�l� ?�oPr7sfo0 �S'4�L1�t��~}-�T — � �.�SM�s'�►q�i�'Io�:\�•` ` \ 9��
� QP�rco!otion Tests Scoie= 1"a q0'
� '�'��v � �t'6� �9�T�'f1o9S�• . .r �9y�1 \- \\ .y\\� / � 9%�: XSoil 8orir�g5
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� '�''s'o� ��►�g°s9 ��b x �� ��,.,./ . �- � q,,.9 ��� , Nole� This system is fo be construcied to mezs
� � �� � � � — �9��.1 �f ,�e. \ �,-- ihe NGtines01a Pollu�ron Con!td L1y2nq
M �'" � �, � �3 � � � _ _ _ — —�� `= �' Chapter 7080 � •Local Ordinanc
. � `� �+O oq � � � � M\_ . _ . - q�� . _
� .�, ,
� � do/1 � �� � � 9°j4. �y "2�� � Check all underground utilities
� � � '� � -�,�_
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�-,o c.v ��� �,,�� � C� � �'- � PRCPERTY OF:��'o�� Go�a S�. _
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Oase�la./3 l�.6� PN.G2-497-35b6
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SET- BACKS � � �� �� 1
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HOUSE System must be� �
Tank ao� from property I'�nes ' - 5�,.-f�c�,� c���S�� w�o-�� ,
�..1�..L t ?s from wel►s � •
WA�-1�o�T a� from b:dgs.
' =r'�p,; Treatment erea =�fran lakes, �����5 �� �,,,;tches must be located in a
Treotment areo ?� from property lines NO����supply
MA�N�ko�s ���+ t�" �t�from welts weather proof encbsure autside the pumping chamber and manhale
� ' ,� BRLCF�tc.. 30 'from bldgs.
'' i /o.'from trees � � SOIL BORIN� ELEVAl10NS
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, ,
a�min.----1 - . TH�I EL.-�,�. -r�}�'(o-�4�s g
� � I ���do.su �_ � grade�%TH 2 EL.-g�'-2�1 -
�� -as
� Tcnk Tank '• TH:'3 El.:q`'�.�
Orou to Tank � P R E S S U R E D l S T R I B U T I O N M O U N D S Y S T E M TH."4 EL-��
. M;�n,I��io 8� �Pumping
TH`5 EL-�y�-�
Mcx.l��to4� � ��Q '���-1�GS Sl��At.t...oc�J Chombzr El.E1/ATIOV ot PROPOSED PllMP1NG
�� �� � . � . . �CHAVBER-��v�c ,�m4 9M�
. _ �4_l0 6 dia.pi�e _ _ . .- a�eo�;Ce�__o�s$�x-_95�,�
' �� L.ow+Ess �o�-9y9•o
SYSTEM DESIGN -MOUND � - -
TYPE-�,�BEDROOM , Averoqe percolotion rate�min./inch (design.83sq.ft treatment orea pergal,of daily sewage flow) � •
• � � � gd./day x.83sq.ft�gai, a� sq.ft.of heaiment orea +10°/a=1a�..sq.f1. (.= IOft.width=�ff.(ength of bed area+side slope run�.to I x�heigh�=_`�ftx�ft.lawn�aea needed)
Ciean rxk needed- �.1�.+�Ysq.ft.treatment area x •n ` depfhof rock=��� cu.ft=27=a2_cu.yds,(3/4��to 21/��da.,incJudes 2��of rock above pipe) �
��'�-'��— Cleansand fill below rock needed �3o cu.yds. approx. , sondy�oam back fiil_�a.yds.approx., topsoil 6��_cu.yd. .9�7�• 5A�'c� o��N •/. �• �
u�qs�-o
Number of lanks required a , Ist tankLa,'��2.gol. ,2nd t�k Bn� gal.minm�ms �W s P�m P�N�..� ��¢�mp�'��°-�o_.�ogo_�o-f_oe so��toF._�¢R��L.eg- s+Ap� �� L�n)
Pumping chamber capacity- 25°/a of daity sewage flow of � � gal.=�gal.+reserve s�oroge of 15 Oc�1/B1�.3��gal.+pipe back droincge— pROPERTY 0!=�
of.J�_gQl./IOOlin.ft.of ardia.s�pply pipe, lin.ftneeded a�, �gal.�+manifo!d 1`d gal✓IOOlinftof a"dio.pipe,l'nftneededZ. , a gol. ������
total capacity needed�l.�gal.(plus area farpump) �s�rntr,. �gql.cae. ' �o u`.
- Distribution pipe 1L�do. , L�lin.ft,, ���3.��dia. perforat�ns���aport O'Qouo r1'r Y� • • L`d•
Pump size ��� hp. (pumpable copacity.L�gol.4cycles/day) JJs��a 13 � H+�Ao Pa.Ess ��,��3.q�t�� 3�i aa.► 1 t„�n. $-p TEST/NG / .
^ Nole� When cor�l�uc�ing bed - , this areo shoutd be shaped Note= Distonce irom treolmenl oreo to neighboring wells— = Designed 9y� �-� •'�'
lo divert run-of( from entering treoiment areo. ���'�''�'�"�'�� �0� ,
• . Da�c�.lo/�/� , PH. 612-497-3566
' � MOUND DESIGN WORKSHEET
(For F1ows up to I200 gpd)
A.� �.�w Euimued Sewage Aow'v�Gallans pet Day(g�rd) .••.-�
�S�lIilat� 7 G �d N of� 'Iype I 'Iype II 7ype III 'Jype JV .
or measured — x 1.5 = — gpd. s�a►�� �
2 300 2?S 180 sas
3 450 300 2I8 �
B. SEPTIC TANK LIQUID VOLUMES ' 4 6°° 3�s zs�
s �so aso z9a •''""
�-��<O t 1-/b 0 D g�0I15 6 900 525 332 �
7 1060 600 370 ��
8 1200 675 408
C. SOILS(refer to site evaluation) �� �� N,mm� � ��
1. Depth to restricting layer= a� � ao inches �,ffi � �
2 Depth of percolation tests = I �" inches
3. Percolation rate 5.c.. mpi �3,�'a 1'0�0°o i','soo�
4_ Land slope � %
�s i�oo a.�so
��s z000 s.000
�Q 9 sa s&c.a �:is�
D. ROCK LAYER DIlv�1VSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer:A x 0.83 =
�sv . gpd x 0.83 sq.ft./gpd= �aa sq. ft�►��,=�y4,
2 Select width of rock layer(10 feet or less) = I o ft.
3. Length of rock layer=area:-width= R�g�
�_ ��_sq. ft._ �o ft. _ �� ft. �.,.�.,.�.ti.ti.�...�.....,.�.,.,.,
•r.f.J•�N•t•r•r•r•J•r•f•r•t•t•r•
ti•ti•ti•Mti•ti•L•wti.��ti•ti•ti�ti•ti•ti•ti
f•r•�•f•r•f•r•r•r r•f•r•r•r•r•r• idth <_10 ft
4�ti�ti•'Nti•ti•�ti.ti•tiK•ti•ti�ti�ti•tiK
r•t•t K•rM•r•r•t•r•r•fY•r•rN•
�•t•tiKKK.wtiK•t•Yti•1•Yti•ti•ti
.1•f•t.f•�r•t•r•l N•�f•t•r•f•i/•
E. ROCK VOLUME �— �'�' —� ' ._-`�
1. Muliiply rock area by rock depth to get cubic feet of rock;
��� sq.ft.x ��os ft. _ �l K cu.ft.
2 Divide cu.ft.by 27 cu.ft./cu.yd. to get cubic yards;
�i� cu.ft. i 27= a 2_cu.yd. �
3. Multiply cubic yards by 1.4 to get wei t of rock in tons;
�cu.yd. x 1.4 ton/cu.yd. _�tons.
F. ADSORPITON WIDTH G.��4�f t.0�Y✓! .an NSdth Sian Table
1. Percalation rate in top 12 inches of soil is s'� mpi r��,h�,R,� �Q- �d
�,,,�, ,�, SoilTexture �� �,"b
tmp'� t�e .r.: m
2 Select allowable soil loading rate from table; Faster than 0.� oarse sana 12o i.00
,�ts gpd/ft� o.i co� sana � izo i.00
0.1 to� Fine Sand �•� 2-�
6 to 15 ndy Loam 0.79 152
3. Calculate adso hon width ratio b dividin rock la er 16 to�o �.o�m o.bo 200
rP � y g Y 31 to 45 suc�m o.� �.�
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; `��O� ����' 0�4 ;o0
61 tU 120
1.20 gpd/ft2-:-�y � gpd/ft�= a.lo� Slower than�20 Cla - -
-sal havi�so�r or mar af rm or�ey s�e aana.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
�.� x10 ft= a�.� ft `�'�.,
;�
G: DOWNSLOPE D�WIDTH
1: If landslope is���aiore,subtract rock layer width from
� adsorption width to obtain minimum downslope dike toe .
-�'" a�.� ft- �o ft=�_feet
2 Calculate Minimum mound size based on geometery: i
a. Deternune depth of clean sand fill at upslope edge of rock �
layer: Separation /. � feet
b. Multiply rock layer width by landslope '�+°°�c°"•�..
to determine drop in elevation; . :
�1 foot Ro ed
Slope Differe7lCe seperatton 1� :�ti�t .�: :' ::: �
/0 X � %i 10� _ , � feet Slop�Dliterenee� et
Upslope W1Ctn
c Add depth of clean sand for separation (2a) -1L teet Rock Bea WIOt�
at upslope edge,depth of rock layer(1 foot) to depth of �feet oowns�ove w�atn
cover(1 foot)to find the mound height at the upslope edge --�° -leet
of rock layer;
1.3 ft+ lft+lft= 3.� feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3.3-3
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: 3 3-� x 3 .3 =_�feet �
f. Add depth of clean sand for slope difference(2b)at
downslope edge,to the mound height at tHe upslope edge
� of rock layer(2c) to find the downslope height;
�,3 ft+�_ft=�feet
� �-- _� g. Enter table with landslope and downslope dike ratio.
'� �Select dike multiplier of 5.o
h Multiply dike multiplier by downslope mound height
to get downslope dike width: 3.� x�_�_feet
i. Compare fihe values of step G.1 and Step G.Zh Select the
greater of the two values as the downslope dike width; _q o '_
f
>:::<::>:�.::.::
/�i
ee
t
;:;=:j{ii::i:i$:+i•:•,:t:ti:{:'•:i:?:•ti�':::::::•;.�L;:;}:;:;i::•:i:..�::::::iiii
' .:v:0::::::':.}xv:.::::::::::•.•:•.::.1w::.i:v:::::..:::.�.
i�'�:<:i?�:?�ii:..
>:::11DS10DY.W10tt1•':�3:i2�`..............:•:::....,.
•::J>::;:>.yc•:+s::;:::'::y:::�:�:::2'r::;`::::;:>;:;::s^::;?,':?+:Y•'::;:s:?;:.
•6;.>.:.x::••.;��:.,::...;:_::;.:•::•.
� �L fe�t
�:::3::;;:�r:.`;:;::;:;;:`%.::::;....:...:.:•.::::......:..�..;.:.:.
..�4•n,e,:.•.W??:•:vvv...u..;,-:.,�:.:;::.�::v:vr
II10L1II 1 UIIIOf ...x:.....
:••:>•»:•::z::::::. .. ..,..
'. Total d width s the s ::.::�;.:.:'.. .; ..,......
:;::;;:::>;:��:::::�::,.:u
--�.,�
J
:<::<i=:>�::;::�<��::;;:
u lo dik .2 1 r ck
s e G e width us o
::::..:.::::.�:;:.:..�::.::.:�::.:..::..:.:: ::::::.::::.::. .......,........
.:.:.:�::.:::::.:.::: ....::,:::.�..>::.....:
P � � � P ::::�;� ::>`:':��':;:: Rycr e�y wiacn ::::.><:_.;.�:�:r=:`��:::
::::�::
layer width(D.2)P1uS a uas�'i'viain !0�r"t uccioo�`'w�ocn
�],. 3 teet :.:;>:::.::�;;�•��s•<�>::�L.raet
. . . � .................... :.:•,t.:•.x..;:.:;:•::.:.�:::::•:::•::::
.::.a..::.:...........
Q�r��� dike width .Ll :�:;;.i:•:..::..::.::.:e•::.::::•::.:r.:�'•a8'
d G _ :;::s:>;::::�:
( )
, ;:::.<::::::.,.�;:::.::;.1::::<::::«:�::.::,...
Pe
0
�
..:::..�::.�.:.::..:,�.:�.,.:.�::. ...
..:.,:....
:<:<:.
0
::.:,
- 9
:�::>k�:<;;::�,
+ D -
�
4
+
g O
ft ft ft feet
/
� �_ _'�L
'::}»:::<:::::::»�:::::::::�::;:<::<':>;�;�:::::::::<.
�
•:�:wnslo a M atn%�:�:3:�::::;?s;`:z::;.;;:;;;�;:��.;�;;�;:';:l;�;i;%;:
i::::`:::?�Do
o ....:.s......... :::.,;
iC.
T al m
ot ound len i um of
sthes
teet
� �-
::..:<.•::.:::;..:...:>::<:'::<::z;=>;::>>'::::>:<:>':s:;:`::::::`>:::':::<:::�i�
u
lo dik 'dth . 1 r la
s e wn G 2 us ock er
e
� ::;:
P Pe
) .::;:<:.
P Y
:.Y;;.
len D. u u 1 'k wi th .
3 1 s s o di e d 2e •
(
e G
�
) (
)
,
P P P
i + _
G� + v
ft ft
� ft 9 feet
-L _L
..........:.....::.::::.::....:.:::..: ::::..::.�::.:.�.....:....
:.....::.: ..... . ... . . ..... _ ...:....:....::::.:...........:.:...:.
.. .. . . ....::..:..:::.. .. .�::::..::.:.:::.:<.:..
/�! t �4� + )�j _ /pL /Ol. - �
TotelLenpt�
OWR OpE p5 OpC " �� �
3_1 L3 5:1 &1 7:1 3:1 6:1 5:1 il 7:1 83
L�lope
0 3D lA 3A 6.0 7.0 3.0 3.0 5.0 60 7.0 8D
I 3.Oi 1.17 3.26 638 753 291 3.85 d.76 5.66 6.51 7.q
' 2 3.19 l35 556 6.82 &1C 2.83 3JD 450 53b 6.14 6.90
3 330 1.5� S.BB 732 &86 � 357 d35 5.08 5.79 6AS
,,� , d 3.d1 t76 6.8 7.89 9T! 268 �GS L17 d.81 5.16 6.06
-�� S _ 353_��6� __667_- --857�---]O.T!_ 261 �a�� a.ao asz s.�9 s.n
6 31b SIb 7.1� 938 1207 � 2.Sd_'---3Z� 3.85 i�l 6.93 5.�1
7 390 556 7.N➢ 1036 1373 248 3.12 3A 6.23 1.7p 513
8 3.95 SBB 837 ]I56 1591 262 3.Q� 357 �.� 6.49 688
9 �.11 6.� 9A9 13A6 18.92 236 2% 3.45 3.90 330 4b5
70 f�9 667 l0A 15.00 2333 231 2.86 337 3.75 412 4.�4
11 4.�8 7.14 I1.11 17.65 30.d3 Z1b 2.78 3]3 3.61 3.95 4.Ib
12 tb9 7.69 1250 21A3 4375 221 270 3.12 3.49 3.80 6.08
F-17
. �
� PUMP SELECTION PROCEDURE
Fl�D PERFORA7FON OF A PERFORdTEp �pTERl�
A Determine pump capadty: ,�,.�„„
Gravity Distribution T,,,,,,
1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of _ , .. � a���� ��
water use rate. �''°"�5a°�"� :`�`,�-;�•��
.�.,
3. Maximum suggested for delivery to a drop box of a home system is 2,700 „ , �•«••�����+o.a«.��.
��� �
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. .,; '-��m,,, ,Z•,o Ea�.
w er aac.lo�.r
.. . Mamk�r teu+M et
Pressure Distibution �.�cw�sar tosr g`"�^a�•�•�
3.a. Select number of perforated laterals 3 � . �
b. Select perforation spacing=�feet �,���, ��
c Subt�ra�2 ft.from the rock layer]ength.
�---�,�-2 ft._��feet
d. Deternune the number of spaces between perforations.
Length perf•spacing=�ft.+ 3 ft.= a� spaces Requined PaforaflonD��
e. �,spaces+1=�_perforations/lateral ��ttong per m�mce(gQa►j
f. Multiply perforations per lateral by2 number3f laterals to �13.z'���, '�e ��� ���
get total number of perforations. ,,,�� x���,_��perforations. ��� A
g' "F� X�r�_�$p�• .
1.Oa 0.56 0.74
SELECT'ED PU1V8 CAPACITY_3� gpm 2.�b �.8� 1.�4 '
B.Determine head requirements: a.Use for single family homes
1. Elevation difference between pump and point of discharge. b.Use for all other applicatiorts
'� feet
� Z If pumping to a pressure distribudon system,five feet for pressure
rPquired at manifold if gravity s stem,zero.
_�feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. � Pipe Length
Read friction loss in feet per 100 feet from table. � Poinc of Disch,
F.L= �,L f�/100 ft of pipe �j�
b. Determine total pipe length from pump to discharge Elevation Diffexerscel
point. Add 25 percent to pipe length for fitting �p �
loss,or use a fitting loss chart. Equivalent pipe
length-1.25 times pipe length= F-18b
�S x1.25=�feet
c Calculate total friction loss by muldplying ls���0 inch 3.0 inch
gpm ��oosat�
friction loss in ft/100 ft by equivalent pipe length. 10 0.69 0.20
Total friction loss= a• le x�+100= I feet 12 0.96 0.28
4. Total head required is the sum of elevation difference, 14 1.28 0.38
special head requirements,and total friction loss. 16 1.63 0.48
18 203 0.60
20 2.47 0.73 0.11
�_+ .� + � 25 3.73 1.11 0.16
(1) (2) (3c) 30 5.23 1S5 0.23
' 35 7.90 206 0.30
TOTAL HEAD �feet • '� 11.07 2.64 0.39
45 14.73 3.28 0.48
' S0 3.99 0.58
55 4.76 0.70
C. Pump selection bo s.6o o.s2
j 1. A pump must be selected to deliver at least
::�s` �gpm (Step A) with at least �feet of total head(Step B).
S�P TES TI NG� I NC. Steven B. Schirmers • MPCA Cert.No. 627
, � 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
FAX • (612) 497-5011
State License#394
LOGS OF SOIL BORINGS
Eiden Canstruction
Lot 3, Block 1
Abingdon Glen
Orono, Henn. Co., MN
Borings completed on 5-28-96, with a 1-1/4" Soil Probe.
�ORING NUMBER 1- Elev.946.4 - MOTTLED SOIL AT 2' -Standing water was present
in the boring at 2-1/2', 23 hours after the boring.
0 - 14" Topsoil dark brown loam 10YR 3/1
14" - 18" Brown loam 10YR 3/2
18" - 24" Brown clay (oam 10YR 4/3
24" - 34" Rusty olive brown clay loam 10YR 5/3, mottles 10YR 5/2, 518
34" - 48" Rusty olive brown loam 10YR 5/3, mottles 10YR 6/1, 5/8
BORING NUMBER 2- Elev.947.1 - MOTTLED SOIL AT 2' - Standing water was present
in the boring at 2'2", 23 hours after the boring.
0 - 16" Topsoil dark brown loam 10YR 3/2
16" - 24" Brown clay (oam 10YR 5/3
24" - 30" Rusty olive brown clay loam 10YR 5/3, mottles 10YR 5/8
30" - 48" Rusty olive brown sandy loam 10YR 5/3, mottles 10YR 5/8, 5!1
BORING NUMBER 3- Elev.947.1 - MOTTLED SOIL AT 1'8" - Standing water was
present in the boring at 2'10", 23 hours after the boring.
0 - 10" Topsoil dark brown loam 10YR 3/1
10" - 20" Brown clay loam 10YR 5/4
20" - 26" Rusty olive brown clay loam 10YR 5/3, mottles 10YR 5/8
26" - 48" Rusty olive brown loam 10YR 5/3, mottles 10YR 5/8
S�P TEST/NG, INC. Steven B. Schirmers • MPCA Cert.No. 627
. .
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
FAX• (612) 497-5011
State License#394
LOGS OF SOfL BORINGS
Eiden Construction
Lot3, BIk.1, Abingdon Glen, Orono
Soii Borings Cont'd.
BORING NUMBER 4 Elev.948.6 - MOTTLED SOIL AT 1'10" - Standing water was
present in the boring at 2', 23 hours after the boring.
0 - 8" Topsoil dark brown loam 10YR 3/1
8" - 22" Brown clay loam 10YR 5/3
22" - 30" Rusty olive brown clay loam 10YR 5/3, mottles 10YR 5/6
30" - 48" Rusty olive brown loam 10YR 5/3, mottles 10YR 5/2, 5/6
BORING NUMBER 5- Elev.948.9 - MOTTLED SOIL AT 2'4" - .Standing water was
present in the boring at 1'4", 23 hours after the boring.
0 - 28" Topsoil dark brown loam 10YR 3/1
28" - 32" Rusty dark brown loam 10YR 3/1, mottles 10YR 5/6
32" - 48" Rusty gray brown clay loam 10YR 5/2, mottles 10YR 5/8, 6/2
BORING NUMBER 6- Elev.948.9 - MOTTLED SOIL AT 1'8" - Standing water was
present in the boring at 2'1", 23 hours after the boring.
0 - 16" Topsoil dark brown loam 10YR 3/1
16" - 20" Brown clay loam 10YR 513
20" - 40" Rusty olive brown clay loam 10YR 5/3, mottles 10YR 5/1, 5/6
40" - 48" Rusty olive brown loam 10YR 5/3, mottles 10YR 5/1, 5/6
S=P TESTING� 1NC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
FAX• (612) 497-5011
State License#394
July 10, 1996
�
Eiden Construction
Lot 3, Bi�k 1
Abingdon Glen
Orono, Henn. Co., MN
This letter is in regard with the proposed future On-Site Sewage Treatment System area
for this lot.
��
The future expansion site has been traveled on by a skid loader. Soil Probing indicated �
the soils have been compacted 2"to 6" deep. The compaction is not severe but cannot �
be tested at this sha(low of depth. In reviewing the site with the city Inspe�tor, Steve
Weckman, I would recommend the site be prepared at the same time as the proposed
system is being installed by ripping or tuming over the soil approximately 8" deep, not
deeper than the topsoil (loam soil).
Due to this site being disturbed, there is no guarantee how well a system will iunction on
this site.
<�>�� .
Steven B. Schirmers
��` � 2 ����
�
TEL No . Jun 19 .96 10 �45 �o .01d P .02
� ' � �etablfmbed isa 1962 43389
� L4T SURVEYS COMPANY, rNC.. F e oE No. aose �.,� '
LAND SURVEYORS SCALE: 1" � 50�
. REGSiJTERED VNbER THE LA�'/9 oF sTATE OF 1�1zNNE�oTA o o«wt•s ron Alenurrenc I
7A01 7L�rd ��eau� NortL 8;$—bO0-3pp9 O �enotss wood Hub S�t �
Fsx No. 1160—DtiP� fer exoovatien eNy
11lfnnsapolls, 3ti�ansaeta 654� xap0.0 Denetan ExislG�q �vetten �
�f u r U'�'�'��'.9�' �C�'r��f�r M�$ �� oenosee Propo,ed Er.vouen �
� Dqnples �+�iooe Drainaqe
E[DEN CONSTRUCTION ���"d' Propossd Top ef Bbok
�
�Preposed Ciaraqe Floor I
I 'r„'9� P�opoa�d l.owset Floor
� Property 76C$'kCd �n SecLion
3, Townsfiip 117, Rangc ?,S, Type er ewwrny
HenhCpi� County. Minnesota ���, ���s„q�N.r Wp,��,,,f}-
f
Proposed grades are sub�ec�C r 'l,� ,. - •-
to results af sa91 teats ';r�''� � �
4• ' r�l r � � ~, �1
`� � G' _. l..��'a�.�~_�^-�,A.�ME�T \ \
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c_>
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R� �`�e ���� `•'0 ,�ti�9 +'�^ ,\ .
,� Iv. �iaQ m� sy , ��
� \ �TRtWfAG� �, s �oiw��p�%�` � r� �M1�S•9s'„� t��
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CERTIFICATION N0.627
STATE LICENSE N0.394
, .
PERCOLATION TEST DATA SHEET �
Percolation test readings made by S-P Testing, Inc.on 5-29-96 starting at •11•SSam•
Test hole location Eiden Const,Lot3,Blk.l,Abingdon Glen,Orono.
Test hole number�. Date test hole was prepared�28-9b•
Depth of hole bottom�inches. Diameter of hole f inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
Q - 12" Topsoil dark brown loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 5-28-96,.10:30am. Depth of initial water filling is '12 mches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic si�hon•
Maximum water depth above hole bottom during test is 6 inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min � inches inches minutes r inch Remarks
11:41 refill 6
11:55 12:10 6 3-3/4 4 15 min
12:21 12:36 6 3-1/2 4.3 15 min
12:37 12:52 6 3-3/8 4.4 15 min
Percolation rate=4��ninutes per inch.
CERTIFTCATION N0.627
STA'Tfi LICENSE N0.394
, .
PERCOLATION TEST DATA SHEET
Percolaxion test readings made by S-P Testi�g, Inc.on 5-2 - starting at l 1:S6am•
Test hole location Eiden Const.Lot3,BIk.1,Abingdon Glen.Orono.
Test hole number�.. Date test hole vvaas prepared S- 8-96
Depth of hole bottom,�2 inches. Diameter of hole 6 inches.
�OIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0- 12" Topsoil dark brown loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is '� inches• Date and hour of initial
water filling 5-28-96, 10:30am. Depth of initial water filling is 2 in above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon•
Maximum water depth above hole bottom during test is�inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes r inch Remarfcs
11:41 refifl 6
11:56 12:11 6 3 5 15 min
12:20 12:35 6 2-7/8 5.2 15 min
12:38 12:53 6 2-7/8 5.2 15 min
Percolarion rate= l�ninutes per inch.
. . �
CERTIFICATION N0.627
STATE LICENSE N0.394
. .
PERCOLATION TEST DATA SHEET
Perc�lation test readings made by S-P Testing,Inc. on 5-29-96 starting at •11•57am•
Test hole location Fiden Const.Lot3,Bik.1.A_bin�*don Glen,Orono.
Test hole number� Date test hole was prepared 5-28-96•
Depth of hole bottom�? inches. Diameter of hole 6 inches. ,
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 10" Topsoii dark brown loam
10" - 12" Brown clay loam
Method of scra.tching sidewall is laiife• Depth of gravel in bottom of hole is z inches• Date and hour of initial
water filling 5-28-96, 10:30am. Depth of initial water filling is in above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic si�hon.
Maximum water depth above hole bottom during test is 6 inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes r inch Remarks
11:41 refill 6
11:57 12:12 6 3-1/4 4.6 15 min
12:19 12:34 6 3-3/16 4.7 15 min
12:39 12:54 6 3-3/16 4.7 15 min
Percolation ra.te=4 7 minutes per inch
�ERTIFICATION N0.627
iTATE LICENSE N0.394
� � PERCOLATION TEST DATA SHEET
?ercolation test readings made by S-P Tesdn�.Inc. on 5-29-95 starting at��:SSam• ',
�
Test hole lacation Fiden Const�,L.�t- ,B1k�1,Abingdon Ien�Orono
Test hole number 4 Date test hole was prepared 5-2&96• �
Depth of hole bottom�2_inches. Diameter of hole�inches.
�IL•DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 8" Topsoil dark brown loam
8" - 12" Brown clay loam
Method of scratching sidewall is la�ife• Depth of gravel in bottom of hole is Z inches. Date and hour of initial
water filling 5-28-96, 10:30am. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic si�hon• .
Maximum water depth above hole bottom during test is�inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes er inch Remarks
11:41 refill 6
11:58 12:13 6 3 5 15 min
12:18 12:33 6 2-15/16 5.1 15 min
12:40 12:55 6 2-15/16 5.1 15 min
Percolation rate=5.. . Il ninutes per inch.
CERTIFTCATION N0.627 '
STATE LICENSE N0.394
. .
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc. on 5-29-96 starting at 11:S9am•
Test hole location Eiden onst �,BIk.1��gg len, Orono
Test hole number� Date test hole was prepared S_28-96•
Depth of hole bottom�2 inches. Diameter of hole�inches.
SOIL DATA FROM TE T HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 12" Topsoil dark brown loam
Method of scratching sidewall is knife• Depth of gravel in bottom of hole is Z inches. Date and how of initial
water filling 5-28-96, 10•30am, Depth of initial water filling is 12 inches above the hole bottom.
Methad used to maintain at least 12 inches of water depth in hole for at least 4 hours is antomatic s�,�hon•
Maximum water depth above hole bottom during test is�inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes r inch Remarks
11:41 refill 6
91:59 12:14 6 3-1/2 4.3 15 min
12:17 12:32 6 3-1/4 4.6 15 min
12:41 12:56 6 3-3/16 4.7 15 min
Percolation rate=4�5�ninutes per inch.
CERT�TCATION N0.627
STATE LICENSE N0.394
, .
PERCOLATION TEST DATA SHEET
i
Percotation test readings made by S-p Testi .Inc. on S_29_96 starting at 12:OO�m-
Test hole location Eiden Const,Lot3,Blkl,Abingdon Glen, Orono
Test hole number 6 Date test hole was prepared 5-28-96•
Depth of hole bottom�2 inches. Diameter of hole 6 inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 12" Topsoil dark brown loam
Method of scratching sidewall is l�i e'f . Depth of gravel in bottom of hole is Z inches, Date and hour of initial
water filling 5-28-96 0:, 1 30am. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic si,ghon•
Maximum water depth above hole bottom during test is 6 inches.
Measurement, Drop in water level, Percolation ra4e,
Time Time interval,min inches inches minutes r inch Remarks
11:41 refill 6
12:00 12:15 6 1-1/2 10 15 min
12:16 12:31 6 1-1/2 10 15 min
12:42 12:57 6 1-1/2 10 15 min
Percolation rate= 10.0 minutes per inch.
PERFORATEO LAYER OF GEOTE%TILE lOAMY SAND CAP
����,.,�.�._ IATERQLS FABRIC AERFORATEO IATERAL
SANDY LOAPA �A'�.�• M��' ~. �` ~• �"""`��' ' GRASS GOVER 6 INCHES �
SO�L .�� • • 'M•�h,�',��+:�j•:il.:.. YDPS���.
� , ♦'� w� ��';,ry+r a••.' CLEAN SAND FILL u.
..�/ ' /' / �a' .. �
�� ,���f��' •� ' �i;..�� MAXIMUM SIOPE—�- '�
LAYER OF GEOTEX7ILE ' �t�� �� • �r�' 3 TO I •
,y�;;,�i' � � � EAN ROCK 4:
FABRIC OR 4 INCHES OF ''' .�• y.� � ;1�� Ta��� P�owEo oR '�a ��b z'i �NCHES ,—
HqY COVERED 8Y � '! r , j >' O�SKEO SURFACE / 5�0�
BUILDING PAPER y:"'� •��,,:.�� % z � ueso�� •
1�/ OR 2` Y,;�:�"' �,���%f ' '� i� CROSS SECTION A-A
PIPE �ROM PUMP ` •`;��;.? ' ��' i� / �
-S J-'' ,� :;Y: �/� /,.' t'�
y , /' . ,/
� ` / P�PE FROM
3�•�21� • �, ��� /./ �� .,� J�• / PUMPING CHAMBER
9 .,� ' r
CLEAN F�OCK '� �!•'� ,.'� i' � OIVERSION FOR
•.::,•;%' ' ,;f'� � � � J� SURFACE WATER W �
6� TOPSOIL�' /�,• �'�i'� � �i Y ` ` /i
...., '���' �� .�� � �/ .�° � — a
�?�' � �� _,��:� , �r-�—— —;-1 —
'� a' ,� ' � i 1�� � �.�'r ' � � . � �
�`';;� -�;. 3
�..i,��,' • •c �� 'j ��� � —PERFORATED , � I� ,
_,1 -�.n �� r9��/ �. MQX, ( �' L'ATERALS � t S �
�%'.:; �s��'t'ta. ' u., `•'{'.� • � i j � .
r ��- . ,;� i/:,�; � �
.�. �� S�^pr ' 1 .�r, s..� ;i�,j,i'�!•w�:'r7�-�i� � i � � ��
S �leqN � � ...�.•.1:'^'� • .a t��•'��/'�G i: � . I j � � I .
QN� FI S �� 36'• ,��,fs��,�...;. . � � ' � .
LL OD • �,,1, i:�;r;�}:.�• 8E0 AREA I � '.� v ,
l Y :.�. �-•�,,;;:;. ; � ; � z
9RpkENA UR :�:y •� , . � 4_._�; � J ._
p , B q V:r�`•.�:,�^►,'' _ � � � ' ( o :
r::�• p ; � v� � w A
AR I�R�I ,....:,�:.r, I ; �'�'+ = i : � m '
�AYFR . — — I ; _ ; Z ; � — ' .
� o.,�.o
. I
LAYOUT OF PERFORATEO PIPE LATERALS FOR � , — �NCNE � � �' � '* � INCH �
� ; �
PRESSuRE DISTRIBUTION IN MOUNO =. •
; �
. ; �_�
• �-�— — —'
PERFORATEO PlASTIC PIPE OIKE��MAXET�DIKE
� ��G TOTAI WI�TH . .,:
�PERFORATIONpS�SPACEO 36' fORatION SP � I '
VIEW �R���Y BE-�6f0�RATION �6H � PER pLAN VIEW
2'MANIFOLD � END PERFatAT10N OF A PERFORATED LATERAL �
PIPE .r
I
c�a.s c.ore.
PERFORAYIONS ON BOTTOM OF '
PLASTIC PIPE ��rewea �-
�,�
- 90�� � r:r ,,•�;:,,,w.:1. . . ,.;,�sr,t T^r'
s:a.ti. � '`...• a of Wet�allt�FaGk far fav-
(ALTERNATE IOCATION f',• LO°�SO°d
„ a b � �, ,� � �/M ;�n�Od�M�wo.caaw
OF PIPE iR0A1 PUMP)
� Pufa Ibn O�UItJ Heritontally
_ • �b1a y I�Ma Top
. eNo caP 9p� 0 4A ERA� ���1 ,�.. . . �, : R�i�r•:o faa.
f r,,�:a•:r' �'� -Pv�ao��aa LscW.a o�
%� pER�R A r E Pu�uP�tEG C��wBER • �^.' u.oa saw�ora e o n.�.a �.i.�a
N pF � �:'::�'' ' .-� �
---- � _I.EN�r , .•.a�orw ssn n�.nv a�.uaa '.
� �
" F-8 '
3 � � � � '
9
� f �
° REOWOOp. CED OR
WATER TIGHT B� IOCKABLE ELECTRIC BOX—� TREATED POST�4 x 4 min) '
PLt�S OR EIECTRIC CONNECTIONS l ,/'ALl ELECTRIC CONNECTIONS AMDE
2" pVC CONDUIT SCHEDULE 80 INSIDE BOX ,
MANHOLE GOVER CHAINED � LOCKEU 6�SP� S�TT�EMN TER CORO FOR i
i
$EA�ED MANHOLE RINGS .FINAL GRADE
' AT LEAST 12� ,'
��� BELOW GRADE
WIRE FROM POWER SUPPLY �
PIPE IS LAID ON A UNIFORM SLOPE FROM
� • FOR PROPER ORAINBACK��TREATMENT MEA
;� .
SEALED TANK COVER �—IF PIPE AT TANK MUST BE LOWER THAN
UNION. TO GET ELEVATION FOR DRAINBACK.
PLASTIC R4PE OR CHAIN A �/4 INCH WEEP HOLE MUST 8E USEO
WITH ANCHOR —WEEP HOLE
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT
NOTES� EIECTRICAL WIRE FROM POWER SUPPLY
, S�RJ I,�FV�9__ � _ MUST' NOT RUN OVER ANY TANKS BUT
3•� �J`� AND MUST 8�E PLACED�N CONOUIT�
ALONG POST __
SyUT-Q��,EV��Q_ _ ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
FUMP CONTROL FLOAt CONTACT,
��0 :
Figure F-8
�: .
. .
METAL
COVER .
�.. _.r:, .�; _�_. -�; � y- -k
. i'� �; -� ? � yti:.
— I .�_n. t: I '`r:
_ . � ;, �
i �`' i-:}_- -:i--:,. i
:• — — �
,�� - —
CONCRETE ,.ys�'
MANHOLE
RING
�
I
{ METHOOS OF SECURING MANHOLE COVER TO PREVENT
� UNAUTHORIZED ENTRY
�
� i
1 Figure C-14
�
� . �
�
,
�
. • . -
� ' VERTICAL SIDEWALL SEPTIC TANK
/-FINISHED GRADE
� Y. �
--AT LEAST 6"TO 12" SOIL AT LEAST
�». 4" DIA. COVER 4" DIA.�
M� AT LEAST I" ' � AT LEAST I"
:�,... 4 . �:.� . ...�':...
� � . .l. T
f 1
—� T�, A OIMENSIONS FOR TANKS WITH VERTICAI. SIDES A ! �
WIDTH. W 24� MINIMUM —� �,
LENGTH. L 2 TO 3 TIMES THE WIOTH �,
B DIAMETER 60� MINIMUM .:
; � DEPTH. 0 30' MINIMUM• 78' MAXIMUM C
--•AT LEAST n ___. oz o '
B 6" MiNIMUM� 0.2 0 MAXIMUM _ 6� _
3� c o.4 D
- •------- ---AT LEAST 4 FEET- .-�
NOtES: j
t, SMuIAliYtE[SATLFtiSi�INGtESWDWAEiF.f1 �. AwdK�IECOYEfiSSI1ALL0ElaG1iED1N�T�IN12a�o#s
2. 111Ef1E 9 W L UE ONE O�wi�E�va qLES.20�IEASi 7'TI IE Mrw1 K71.E 141MT11N&X NG ES Of 111E SW1fACE
pl1.�jLSIpN At�LOCA1 FO VYiI�pN 6 FEEi OF ALL iM1K ll E OpVEH AllBt�SEOUED T017EV[tIT ACC@S3
. WAII& 6. St(M1N11DNOtSfANCE0ElY1lEENENDOFt�EiPPEANU
�. AN�6t'ECfIONPp'EOFATLEtiSf�WCtrESOWwG7Eq NEMESTPONIONOAfflH811ALLBENOlESS11NNiI1K1�ES
Ot1A►IAMIOIES�MIIHEIOCAIEDOYEt1001N11ENdET OfiNOh10RET11AN12NGES.
Nn0U1lEl0E�ICLS.IMECEN1FJilWCOP11r�15PECT10N 6. FOfl11QHIZUf11ALCYlfUX1iCAI.IANIfSD�MCNSi0HA1S0.t5p
1`q'ES SIIALL OE 71�SNd•A5111E CCN�L"(11 WE f)F INE AND CIhF.NS�ON C(S O.�Sp.
pAf f�p1+[►�tWt3S Oti SANIiNiY 1[ES.A 71YfID WSI'ECI ION
pt�@ WST PE LOCAIEU�I WCCN t11E e1LEt Al41 clUlt ET
O/J�LER
• . .• .. • .:v-•. .
..:-i• •.
� PENClL '
� �� � ' '
_ 6 -
' �� •�'' �; �?�O� E �i � ;`t. � �
� .r
- INLET ` sc�+ � � �� OUTIET .
:� _ � �i
�, �r=^�OUTLET L.EVEI. ,�,31,��i� .� �►
i'. —•• --•- — � _ i `
� �
' _._- SCUM CLEAR SPACE- "
� ; CLEAN OUT TANiC WhIEN�
� -' —— __ _" _ �••'• _ s '�' 71'IS 3'OR LESS OR
- -_ �� g 'B'IS 12'OR LESS
> .._ -- -- — 3
� �', .. , �; � .
4�.�3:;:;'•. :...� • . . . • . . . . :�:
��,.. ,.,•.,•.• . .�/� . ,,' :� �: .;;` BLACK COLAR
� i •flir•••%�y••=�'• SLUVVE �• � DISTINGUISHES SLUOGE
s;.;:u:.�;:• . .... � ;,:, ., LAYER FROM LIOUID
.�..•;• o.• .j�p,
. ., a t�ic% .
'�'t. :�:5:r• :�1`..
Y/
MEASURE SCUM AND SLUDGE ACCUMULATIONS
I N THE SEPTIC TANK