HomeMy WebLinkAboutseptic design - 2003 � SEPTIC SYSTEM APPROVAL
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.t ': ' .� : Street Address: Mailing Address:
�����ESHO�=� 2750 Kelley Parkway P.O. Box 66
-_- Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner Nina Wildman Phone (Home) (Work)
Address lot 2, Sprin�Hill Estates City Orono State MN Zip
Site Evaluator Steve Schirmers State License # 627 Phone# 763-497-��66
Type of Establishment: Single Family X Multi Famil}�
Commercial Est. Gallons Per Day 900
No. Potential Bedrooms 6 (4+2) Slope: 6%
Depth of Sand: Upslope: 1.5 feet Downslope: 2.1 Soil Sizing Factor 0.83
Perc Rates P-9 18.5 P-10 10.4 P-11 20 P-12 12.6 P-� P-6
Restricting Layer Depth B-9 18" B-10 20" B-11 16" B-12 16" B-1" 20" B-18 20"
Type of Treatment System: �
Standard X Alternative Other Performance
Pressurized Mound System X At-Grade System
Gravity Trenches System Pressurized Trench S�stem
Gravity Trenches W/Lift Pressurized Bed System
Holding Tank W/Alarm
Septic Tank Size 1250 & 1000 # of Tanks 2 Lift Tank Size 1500
Pump Brand GPM 47 Head 16
Treatment System:
Minimum Square Feet with 9 inches of rock below pipe
Bed (10*82) Mound Treatment Area (43*104)(43*126)
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.
NOTICE TO INSTALLERS: Any changes to the approved plans must ha��e prior approval of the
inspector (952-249-4600) Call for inspection 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�vill not be granted
until the Inspections Department has verified the primary and alternate sites are protected.
NO VEHICULAR TRAFFIC OF ANY KIND is allowed within 20'of tested drainfield sites ever.
ACCEPTED X DENIED _ By the City of Orono subject to existing regulations and the
following conditions:
1) Pump and fill existing tanks.
2) Fence off both sites. 3) 1.5' soil on top of mound. 1' soil on sides of mound.
4) Sand placement must follow plan both upslope and downslo�e. �
5) Alarm must be placed inside house.
6 Keep all water softner and iron filter dischar�e out of septic svstem.
By: �'��" /������. 1/-6-0 3
Matt Bolterman, On-Site Systems Manager Date
Telephone(952)249-4600 • Fax(952)249-4616
www.ci.orono.mn.us
.� t � 3
S�P TESTING� ��C. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
FAX (763)-497-5011
State License #394
October 31, 2003 C[TY OE ORt)NO
S!'PTIC P�RMIT P REVIBW
I���SI'k��.CTOR � �;-:,,,,��,,..�
I�:'1TE �/-�-a� PERMIT N0.
� APPROVf:D AS S�'�:Vtl?TEd
Nina Wildman [� APPROVEDWITHCORRECTION'��litt�rU1�
Lot 2, Sprin Hill Estates 0 NATAPPROY£D-CORR6C1'aRB�[iAMtT
g Thcse commeats u�e fot yaar iuk►rm�tial. Ali tiMork�if�Yw
Orono, Henn. Co., MN �,t�uu�,p���w��h.�����a.,.�e«���a�.
Rcquitements iactudfn�items not sposifialty nate�iE91iN�1ilAM�
xe:Ep T�iis Pt,Mi f18i'oM�'It�'�AW Ti11�
This on-site sewage treatment system is designed for a Type 1, 6 bedroom home (4
bedroom home & 2 bedroom guest home), in accordance with the Minnesota Pollution
Control Agency Chapter 7080 and local ordinances.
The soils on this site are a clay loam. The seasonally saturated soils were located at
16" to 20" (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 rock must be
located at least 3' above the saturated soils.
The soils at a depth of 12" have a percolation rate of 20.0 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 warning 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 turned 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.
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Keep atl 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 will 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 human waste, toilet tissue, laundry, showers, water softener etc.
should be disposed of into the septic tanks. Recommend Iron filters be diverted out of
the system. Recommend to divert the water softner also if the iron filter is diverted.
Garbage disposals are not recommended, due to adding more solids & fine solids
passing through to the system. Excessive amounts of soaps, antibacterial soaps,
cleaning agents, shower cleaners used every shower & 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. Recommend laundering be limited to 3
to 4 loads per day.
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Steven B. Schirmers
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Note= Tlis sYstem is b be oanta,cted to rne�
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� c�v�w��v� iSod��� • I Chapter 7080 � 7�oca1 Ordinance
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SET- BACKS -
� HOUSE System must be�. �
: � Tanlc�� hom property Gnes - - 1��c»--1 c�A���. w�o-C� ,
v�► • .,�. f rom w�lls . �. � . � '
. v�)A�V�G� � from b.dqs. � L�4'9�'A'�4 w��w�.a �
'. � =��; TreotmeN oreo 1� from bkes,2��Mee.R+s ��:���ond sv�lches must be locoied 'n a
. • . Treotment orea ���from property Gnes � - .
. � M_t�1��?����'fA"�- � a' rF.�v��*a weatt� proof endosure a�side the purnping c��d n�o�
� 6AGCF,c��a»+•�.. ��from wetls,�eenw.�o�
- � from bldgs.
j :, �J.�from t�ees � '� .. �'� 501� BORI�'G :ELE�/ATIONS
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. . TH:�'J �1.-�:8�N'�`�� -�qy.4 �
' ' 3~aO- �ae�o�o TH:►oEL.�:� .
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� � Tank Tank- �. _ >oo . � TH:I') EL„-�•�
-- Orop to Tank "�0r°°'� �eoo,f.► . � . �� DISTRIBLlTION MOlJIVO SY�TEM_ 1'H:aaE�-_►�►y•3 -
. t�,in.I"io e� '�p� . � TH.�� EL-��
Max.l"�to4� '� 1�f�P ^�'���5 +SH�A�ocsJ � (�ber �Seo' �• � . ELNA't10Y ot PRO'OSEO PllMPWG
•4 l0 6 dia.pipe " • CHAMBER-�oy.����'w`"+`t�'►�a.o
- � �4S'�o.�c..'f����4.1f-—�J o)l�.t� _
SYSTEM DESIGN -MOlJIVO . � . . � .____,_'_`_ .Lo�e.�'�'�rS._�-Q�-�-o�2c..-�.
- TYPE-�,.�.BEOfZ00M , Aueroge percoto�ion rate a��n�n./'mch(design.83sq.ft heoiment onea per gol.of daly seHroge fJo�w) � . . '
�9��Y x.83sq.ft�gd.�2 sq.ft.of freotment oreo +10%='g�.fi. (»-IOff.width=.�-.fi.leng�af bed area+side sbpe run�b 1 x�hei�t= y3 {� t� f�lar�n�area needed)A�e,
. . �
C{eon rodc needed- �.33sq.ft treatrnent areo x>.c� ' depth d rodc:S�33cu.ft=27=.�cuyda(3/��io 2V����a.. includes 2��of rock cbo�ve p'�pe) ��ti. s,a�a.o o�� 1. � .
5.�4.�'� q� - c� bom bodcfi�.�_w. o topso� 6��l�_W.Yd��M�.M'�� 't9..94.5�:.`14°to -!o -joQso�L- 9� • G►�.`{vs
w qs�-o sQnd fill belaur rodc needed.�3_cu.yds. cppnooc. , sondY . Y� Pa'�-� _ .W _.
� .__ _ ._�� "��.fL��.�"_:��.t�.�) �
� . Number of ianks ' c . . � . ._._ ._.... . _._.. ... .__._._._._.� . . •.
rec�umed�_, Ist ia�le�gol. ;2ndimkll�Q.gd.� fWs P►-Im�� �., �H�Am�E�g- . � - -
.. � , P�xriping d�acr�ber capacity- 25'/0 of dady s�.wwge flnw of.�Q gal.=i�gd.+reserve slavge of 15 Ogz��/B�.�_gd.+p'ipe tiadc d�anoge—
of�1� /IOO�in:f�of �� r da. /oo • PROPERTY Ot=: ��A 1
gd. supply.pipe, I"a�.fineeded , �gd.�moniiold�ga1J100Gnfta�� da.pipe,�ftneeded�.�,�,L-gol. . Lo-S � s?f�►�� �}Zty
. total cqpocitY r�dEd 1 LH�.gol.(plus area for pump)!�s'�lf�»n. /Sf?t� gal.caj�. � O O•
i r Distribution ppe��da. , 4o Iin.fk,�a perforatans�2papart
pu�np size ��'�- hp, (pumpoble copociry�igol.4cydes/day) .��s�o 14� ! H��o P���s �o�sc�t�►�� �17 qa.�1 �,,,,n. $-P 1"EST/ G N .
' Nole� When corulrucling bed .�- , this oreo shoutd be shoped Note= Oistonce trorn treohnent oreo b negl►boring wells— Oesigned 9y= � �`�'!R
• to diverl run-off from enteru�g lreoimeN orea. V�'��� ���� ��� PH. 6t2-497-3566
. : Oo�e�)1�1..._��3,
� ; �MOI�ND DESIGN WORK SHEET(For Flows u to 1200 d)
A. Average Design FLOW A_�; E��tecl Sewo9e Flow:in Gollon:per Day
y��- t�o,�►��- � aS�� u a'� ��'`.
nu r o
Estimated �° O p gpd (see figure A-1) t�.edroom: aau i aau u aau m ciau iv
or measured — x 1.5 (safety factor) _ - gpd 2 � 225 ��o �
3 . 45p 300 218 of the
4 600 375 256 values
B. SEPTIC TANK Capacity 5 750 450 294 tn the
b 900 525 332 Class I,
7 1050 600 370 II,or III
���o� 1-�00� gallons(see figure G1) 8 �200 675 408 columns.
C. SOILS (refer to site evaluation) c�: s tkTaokCa acities ib�
uq��a���cy
Number of Minimum liqaid liquid capecity with W��disposal8c
1. Depth to restricting layer= l.s . �. �feet�°►�'`�o+"'�� B�ar°°� c��'ry s�8sedis� liftiaside
2. Depth of percolation tests = /.2� feet 2«�� �� »� �sao
3. Texture GL(�^� IAX�1n/1 5a6 is�oo �1.z�so 200°
3000
Percolation rate a10. mpi �'8°�9 � 3�
4. Soil loading rate .4 gpd/sqft(see figure D-33)
5. Percent land slop� %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow (A) by 0.83 to obtain required ro��C layer area.
�q0 gpd x 0.83 sqft/gpd = � H '7 sqftt�o'�=`���
2. D e t e r m i ne rock la yer width= 0.83 s qft/g pd x linear Loading Rate (LLR
0.83 sqft/gpd x 1Z. gpd/sqft= �fl ft Mound LLR
3. Length of rock layer= area+width=
��sqft (D1) + 1�.ft(D2) _�._ft < 120 M PI <� 2
E. ROCK VOLUME > 120 MPI < b
1. Multiply rock area (Dl)by rock depth of 1 ft to get cubic feet of rock
��.sqft x 1 ft=�,�cuft
2. Divide cuft by 27 cuft/cuyd to get cubic yards
B a Z cuft +27 cuyd/cuft=�.o_cuyd
3. Multiply cubic yards by 1.4 to get weight of rock in tons
�_cuyd x 1.4 ton/cuyd =�3�._tons
A33: Abaorption Width Sfzfng 1ltble
P�ercdation Rate I.wdinY Rue
F. SEWAGE ABSORPTION WIDTH inMinu�esper s«�r�� ���«�= Abcorption
Inch per day per Rsao
� usre foot
F�ater then S Cwrx Sand 1•ZO 1•�
Medium Sand
Lwmy Sand
Absorption width equals absorption ratio (See Figure D-33)
times rock layer width (D2) . 2�0°
�io �i .ao
�— � 46 to 60 Sandy Q�y 0.45 2.67
7 _(�n x D �{ = f t Silt Cl�y l.o�m
�.�rs._
61 to 120 S ilty Q� 0.24 5.00
ud
Slower�han 1 0'
•Syaem dadprd tor thw ioib m�a M aher w perfomroee
G. MbLTND SLOPE WIDTH &LENGTH Landslope > 1% slope
' ' (l�ndslope greater than 1%) �,..
1. Downslope absorption width= absorption width (F) _���^` M1 4. y � �'4'.
��A'''SA'�4:/Y.�- . q p'..�Ste
Wid U l 2 + :w,�=�^ � 6"Topwll
,N�rty�" P, ��...: �.,
minus rock layer (D ) �_,_, s :,q�:.�:��t���m��:g� �;s.�alyCh �t'f����`���s��
. .t .,.•.. i✓ u,a.,: r /ia• f f
ol (O.� lt� �� �-��lt panHo k �•�•�
�8 VY�
� V��rt��� Roek OtA�D2) ��(��
2. Calculate mound size -��
UPSLOPE
a. Depth of clean sand fill at upslope edge of „a„�,,,,W„w.s,,,,,�,
rock layer = 3 ft minus the distance to restricting layer (Cl) -3i`
3ft- /• � ft=�,1'r ft _
b. Mound height at the upslope edge of rock D"34. SLOPE MULTIPLIER TABLE
layer= depth of clean sand for separation (G2a) �.�,a UPSLOPE DOWNSLOPE
Slo e multiplieis for varioue multi liers for vuiouc
at upslope edge plus depth of rock layer (1 ft) �� :�oa��e� aPo�r��,�.
plus depth of cover (1 ft) :1 ':' :' 6: ':' :' .' ': :' 6:1 ':'
/.S ft+ lft+ lft= 3,5� ft 0 3.0 4.0 5.0 6.0 7.0 8.0 3.0 4.0 5.0 6.0 7.0
C. U slope berm multiplier based on land slope � 2•91 3.85 4.76 5.66 6.54 7.l1 9.09 4.17 5.26 6.38 7.53
(see figure D-34) 2 2•83 3.70 4.54 5.36 6.14 6.90 3.19 4.35 5.56 6.82 8.74
3 2.75 3.57 1.35 5.08 5.79 6.45 3.30 4.51 5.88 7.32 8.86
d. Upslope width= berm multiplier (G2c) times
� 2.68 3.45 �.17 4.84 5.06 6.06 3.41 �.76 6.25 7.89 9.72
upslope mound height(G2b): 5 2.61 3.33 4.00 4.62 5.19 5.71 3S3 5.00 6.67 8S7 30.77
�,a 3 X 3•� 1 t =�1 t 6 2.54 3.23 -` 3.85 4.41 4.93 5.01 3.66 5.26 7.14 9.38 12.07
DOWNSLOPE 7 2.48 3.12 3.70 4.23 4.70 5.13 3.80 5.56 7.69 10.34 13.73
e. Drop in elevation = rock layer width (D2) times e Z.�z 3.03 3.s� a.os 4A9 a.ee 3.95 s.ee s.�3 ��sa �s.9�
percent landslope (C5) '� 1�� 9 ?..36 2.91 3.45 3.90 4.30 l.65 4.31 6.25 9.09 ]3.04 ]8.92
�Q_ft X_�%-t- 100 = �_ft 10 2.31 2.86 3.33 3.75 4.12 4.44 4.29 6.67 ]0.00 35.00 23.33
f. Downslope mound height= depth of clean 31 Z.Z6 2.78 3.23 3.61 3.95 4.26 l.48 7.14 Il.11 17.65 30.43
sand for slope difference (G2e) at downslope � 2�1 z.�o 3.12 3.49 a.�o ..oe l.69 7.69 �.so Z�.ss 43.75
rock edge plus the mound height at the
upslope edge of rock layer (G2b)
3' S ft +�_ft= 4,t ft
g. Downslope berm multiplier based on percent land slop _ ��y�_
��� to (see figure D-34)
h. Downslope width = downslope multiplier � Upelopq Width(G fd)
(G2g) times downslope mound height(G2�
M �
S,'2rV x 4•1 ft=�_ft � UpslqpeWidth(G2d) g�',���+� Ups�f�dth(G2d)
i. Select the greater of G1 and G2h as the � ���- D� �'`
downslope width: �� ft � Downslope Width(G2i)�j�h
j. Total mound width is the sum of upslope Ab'°rn"�W`dwc���
width (G2d) width plus rock layer width
(D2) plus downslope width (G2i) ToW Length(G2k)�E� -
�._ft+�.Q._ft+��_ft = �.�ft
k. Total mound length is the sum of upslope width (G2d)
plus rock layer length (D3) plus upslope width (G2d)
�_ft+,�_ft+ � � ft= 1�y feet
�� � 8Z *� �''` '�� Final Dimensions:
�3' x 1 a � � �
I hereby certify that I have com leted this work in accordance with applicable ordinances, rules and laws.
. '�"""�-�slgnature) �'�1 (license#) i )- 1� C�'Z (date)
• � PRESSURE DISTRIBUTION SYSTEM Geotextile fabric
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1. 5elect number of perforated laterals�_ uarter inch erforatlons aced�3' .
' ' '� ' : <-�;'.:t.9�' af.r�cic
_s2_� �` 'r`.'; " ..
2. Select perforation spacing= • � ..°,'�����,. ""�`.` �
Perf Sizin�3/16"-1/4"
3. Since perforations should not be placed closer than 1 foot to P�SPn�s l.s�-s�
the edge of the rock layer(see diagram),subtract 2 feet from
the rock layer length. E-4: Maxinwm albwabla nwr�ber of 1/4inch perforafions
per laterd to puarcntee<107L discharge variation
sY�rZi►g -2 ft =�� . . pef�orCl(ofl
4. Detemune the number of aces between erforations. `��
Sp P tee i��ch 1.251nch. T.S•inch 2.O inch
Divide the length(3)by perforation spacing(2)and�11u,d
�own to nearest whole number. 2� g �14 18 28
Perforation spacing=`¢�2_ft+�ft=�_spaces �3.0__ ` 8 13 � 26
3.3 7 12 16 � 25
5. Number of perforations is equal to one plus the number of 4 0 � �� �5 23
perforation spaces(4)..Check figure E-4 to assure the number of 5.0 6 10 14 22
perforations per'Iate�'al guarantees<10%discharge variation.
� �_3�7aCes+1 =�,=perforations/later2�1 E-6: Parforation Dlscharpa In gpm
6. A. Total number of perfora#ions= perforafrons per l�teral (5) perforotion diameter
times nuinber of laterals(1) �� head �nches
7�3�t `s,p. (feet) 3/16 7/32 1/4
�_perfs/lat x�_lat=�_perforations �,pa 0.42 0.56 0.74
B. Calculate the square footage per perforation. 2,pb 0.59 0.80 1.04
Should be 6-10 sqft/perf.Does not apply to at grades.
Rock bed area= rock width(ft)x rock length(ft) 5.0 0.94 1.26 1.65
�_ft X�ft- SS o'1 c� sqft a uae t.o toot tw�note-tamny nomes.
Square foot per perforation=Rock bed area+number of perfs(6) b u�2, reer ror or► i� aige.
�„EZsqft+�_perfs= 9.2 .sqft/perf ►1NII�p 6pCA7m AT LND OI M[fWl1E qSTRIlUTION ��
7. Determine required flow rate by multiplying the Yotal munber of
perforations(6A).by flow per perforation'(see figure E=6) '�'
��Perfs x •--��. ��
Sb Qvm/perfs=��..SPm .
8. If laterals are connected to header. i e as shown on u er ��� {
P P PP ��"` ,'�;""�,.,
examp le,to se le c t a i i n i i n u m r e q u i r e d l a t e r a�d i a m e t e r;e n t e r �,,,.�
fi g u r e E-4 with perforation s pacin g(2)and number of perforations \�
per lateral(5) Select:runimum diameter for „�,�,,,„.�,�,,,,�,.,��.n�.�,,�,
NKa1M1[afrll�wr�w w wuro
perforated lateral= inches.
.o...�.�..,K..r
9. If perforated lateral system is attached to manifold pipe near � , f,� �«�°'"`
YILX��w.� . „
the center,lower diagram,perforated lateral length(3) and .�.
number of perforations per lateral(5)will be approxizriately one :.•��,�»�«M
half of that in step 8. Using these values,select minimum , -,g•�.�,,,�
diameter for perforated lateral= �) 1Z— inches. a w �, ���,,�
,,,�• �-�
�y,""r
, �
I hereby certify that I hav completed this work in accordance with applicable ordinances, rules and laws.
• (signature) 3�� (license#) l�� � �V 3� (date)
' �� � PUMP SELECTION PROC�D�.JRE
, ,
1. Determine pump capacity:
,- .�.;,A. Gravity distribution
1. Minimum required discharge is 10 gpm
2. Maximum suggested discharge is 45 gpm. For other
establishments at least 10%greater than the water supply rate,
but no faster than the rate at which effluent will flow out of the
distribution device.
B. Pressure distribution
See pressure distribution work sheet
From A or B Selected pump capacity: �.Z_gpm
2. Determine pump head requirements:
A. Elevation difference between pump and point of discharge? so�treotment system
&point f ischarge
�d feet ox:.;_ �� rooz
B. Speci requirement?(See Figure at right-Special Head Requirements) 1etal pipe
�9
,�_feet 2A.elevotion
inlet difference
C.Calculate Friction loss P�Pe
...
1. Select i e diameter Z�D in """""""""' "
P P -------------------------- ------� g g�
2. Enter Figure E-9 with gpm(lA or B)and pipe diameter(Cl).
Read friction loss in feet per 100 feet from Figure E-9 Speclal Head Requirements
Friction Loss= 3• !o ft/100ft of pipe Gravity Distribution 0 ft
3. Determule total pipe length from pump discharge to soil treatment Pressure Distribution 5 ft
discharge point.Estimate by adding 25 percent to pipe length for
fitting loss.Total pipe length times 1.25=equivalent pipe length E-9: Fricfion Loas in Plastic Pipe
/�o feet x 1.25 = 1 z� feet Per 1�fest
4. Calculate total friction loss by multiplying friction loss (C2) nominal
in ft/100 ft,by the equivalent pipe length(C3) and divide by 100. pipe diameter
- 3.1e ft/100ft x I Z +100= S ft flpmrote 1.5" 2" 3"
D. Total head required is the sum of elevation difference (A),special � 2.47 OJ3 0.11
head requirements (B),and total friction loss (C4) 25 3J3 1.11 0.16
_�_ft+ .S ft+ S ft= � 5.23 1.55 0.23
35 6.96 2.06 0.30
Total head: /t� feet ao s.9� 2.aa o.s9
3. Pump selection a5 �i.o� s.2s o.as
50 13.46 3.99 0.58
55 4J6 OJO
A pump must be selected to deliver at least�gpm bp 5.60 0.82
(lA or B)with at least__1�¢___feet of total head (2D) a5 6.48 0.95
70 7.44 1.09
I hereby certify that I hav completed this work in accordance with applicable ordinances, rules and laws.
�/(.-- (signature) �9�" (license#) / / '3-iD� (date)
�
�
• � L
, !: i
S-P TESTING� �NC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
FAX • (763) 497-5011
State License#394
LOGS OF SOIL BORINGS
Nina Wildman
Lot 2, Spring Hill Estates
Orono, Henn. Co., MN
Borings completed on 10-9-03, with a hand bucket auger.
BORING NUMBER 9- Elev.998.8 - MOTTLED SOIL AT 18" - no standing water present
in boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 12" Gray brown loam 10YR 5/2
12" - 18" Brown clay loam 10YR 5/3
18" - 36" Rusty yellowish brown clay loam 10YR 5/6 - mottles 10YR 7/1, 6/8
36" - 42" Rusty pale brown loam 10YR 6/3 - mottles 10YR 7/1, 6/8
BORING NUMBER 10- Elev.998.1 - MOTTLED SOIL AT 20" - no standing water
present in the boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 14" Gray brown loam 10YR 5/2
14" - 20" Brown clay loam 10YR 5/3
20" - 38" Rusty brown clay loam strong 10YR 5/3 - mottles 10YR 7/1, 6/8
38" - 44" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1, 6/8
44" - 48" Rusty pale brown loam 10YR 6/3 - mattles 10YR 7/1, 6/8
BORING NUMBER 11- Elev.993.8 - MOTTLED SOIL AT 16" - no standing water
present in the boring.
0 - 8" Topsoil brown loam 10YR 3/2
8" - 16" Brown clay loam 10YR 5/3
16" - 42" Rusty brown clay loam 10YR 5/3 - mottles 10YR 7/1, 6/8
42" - 48" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1, 6/8
�, �. , ; �
Soil borings cont'd.
BORING NUMBER 12- Elev.994.3 - MOTTLED SOIL AT 16" - no standing water
present in the boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 16" Gray brown loam 10YR 5/2
16" - 36" Rusty brown clay loam 10YR 5/3 - mottles 10YR 7/1, 6/8
36" - 48" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1, 6/8
BORING NUMBER 17- Elev.999.9 - MOTTLED SOIL AT 20" - no standing water
present in the boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 10" Gray brown loam 10YR 5/2
10" - 20" Brown clay loam 10YR 5/3
20" - 30" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1, 6/8
BORING NUMBER 18- Elev.994.4 - MOTTLED SOIL AT 20" - no standing water
present in the boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 10" Gray brown loam 10YR 5/2
10" - 20" Brown clay lo�m 10YR 5/3
20" - 30" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1, 6/8
2
� � [
CERfiTFIEATION N0.627
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P TestLg,Inc. on 10-10-03 starting at 11:26am.
Test hole location�'yildman,I�ot Z,.�p 'r�ng H'll Estates, Orono.
Test hole number2. Date test hole was prepared 10_9_03•
Depth of hole bottom 12.inches. Diameter of hole�inches.
SOIL.DATA FROM TEST HOL.E
DEPTH,INCHES • SOIL TEXTURE
0 - 6" Topsoil dark brown loam
6" - 12" Gray brown loam
Method of scratching sidewall is I�if�. Depth of gravel in bottom of hole is Z_iu�hs�. Date and hour of initial
water filling 10-9-03,2:OOom. Depth of initial water filling is 1Z.in�h�.above the hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic sinhon.
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
11:16 refill 6
11:26 11:56 6 1-5/8 18.5 30 min
12:03 12:33 6 1-5/8 18.5 30 min
12:34 1:04 6 1-5/8 18.5 30 min
Percolation rate=1$,�ninutes per inch.
CER'�'TFIeATION N0.627
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, nc. on 10-10-03 starting at 11:27am.
Test hole location�'��'l�d_man}�,ot�.,�pr'�ng Hi 1 �. tates, Orono.
Test hole numberlQ. Date test hole was prepared 10_9_03•
Depth of hole bottom 12.inches. Diameter of hole¢inches.
SOIL.DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 6" Topsoil dark brown loam
6" - 12" Gray brown loam
Method of scratching sidewall is l�if�• Depth of gravel in bottom of hole is 2_iu�h�. Date and hour of initial
water filling 10-9-03,2•_OOnm. Depth of initial water filling is 12.iu�hs�above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic sinhon.
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
11:16 refill 6
11:27 11:57 6 2-7/8 10.4 30 min
12:02 12:32 6 2-7/8 10.4 30 min
12:35 1:05 6 2-7/8 10.4 30 min
Percolation rate=14�4_minutes per inch
C�R'�'iFICATION N0.627
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Tnc. on 10-10-03 starting at 11:28am.
Test hole location W'ldman}I,ot 3 n 'ng,HiLI Estates, Orono.
Test hole numberll. Date test hole was prepazed 10_9_03•
Depth of hole bottom 1Z.inches. Diameter of hole�inches.
SO .DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 8" Topsoil brown loam
8" - 12" Brown clay loam
Method of scratching sidewall is l�if�. Depth of gravel in bottom of hole is 2_ius�g�. Date and hour of initial
water filling 10-9-03�2:OO�m. Depth of initial water filling is 1Z�nsh�above the hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siDhon.
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
Water remainin in test hole
11:28 11:58 6 1-1/2 20 30 min
12:01 12:31 6 1-1/2 20 30 min
12:36 1:06 6 1-1/2 20 30 min
Percolation rate=29�4�ninutes per inch
� � r
C�RT�FI�ATION N0.627
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P TestLg,�nc. on 10-10-03 starting at 11:29am.
Test hole location W'ldman, .ot Z.,�pr'�n�Hill Estates,Orono.
Test hole numberl2.. Date test hole was prepared 10_9_03•
Depth of hole bottom 12.inches. Diameter of hole�inches.
SOii.DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 6" Topsoil dark brown loam
6" - 12" Gray brown loam
Method of scratching sidewall is i�if�. Depth of gravel in bottom of hole is 2_in�hg�.. Date and hour of initial
water filling 10-9-0�,2:OOnm. Depth of initial water filling is l�in�hg�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,phon.
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
11:16 refill 6
11:29 11:59 6 2-3/8 12.6 30 m i n
12:00 12:30 6 2-3/8 12.6 30 min
12:37 1:07 6 2-3/� 12.6 30 min
Percolation rate=1Z�lninutes per inch
PERFORATEO � �oa►y+Y sallo cap -
LAYER OF GEOTEXT�LE
�r�y:1._` LATERALS FABRIC . PERFORATEO LATERL►L .
�•�'`- •�'�,`^- ---�.• ._.�_.. '•'• • GRA55 COvER 6 INCHES �
SANDY LOA�A SOIL � ' ~ '"'�' ; .� TOP'S011 . _
� �'�Y ' '��.,'�:.'�r�;.• CIEAN SANO FIU. �. ,
f'�� ��''�% '•� ' ' �;:l�• MAXIMUM SIAPE--- � _ *- • .
�. � �' ..T,, 3 TO I . . •.. ' .
LAYER OF GEOTEXTILE ;�� . .� ���� °- ,
FABRIC OiZ 4 INCHES OF ..'',r�' .�:�y ;, T�so�� �wwEo oR �s �b t iNc►+Es
�qY COVERED F�Y • OiS�cE� SURFaCE h"s�c .
BUII�iNG PAPEtt ��. ���/f�� � �'. � ' s5o�. • � ,
1�/� OR 2� .t�;� � � % � J a CROSS SECTION A-A �
PIPE �ROM PUMP� • � � j`��� f� ��
' •"•� � • •/ ;
���• � ��' f � /, � WPE Fti06t i
r� /� � : ��
3/'-2�/ '..,s pu�tnw, cwu.�BErt
. . . � � �
CLt�AN F�OCK '31 � /' � � � OIVERSION FOR • .
��-' ; .. � �• �►� / J� SURFACE WATER u� � , J
6' TOPSOIL� ;��' j '� i' � � o — •:
.�-:•' . r" /` �`r � . � _ - � '
w�.,��,• � { � - . . rj � i, .
+• '�.'. � `- ' � . . ' I ' � � '�
4 i�:.{��� , � •`� M j .� .�t'�' pERf�TSEO i � i �
'.��- _ 9 {;.. � � ,;�� . t � 1 I
. �,.V � � ' ?~•.� � � � . . - � � , ' � .. .
•.. I S� ,1. • ' . ''�'r,��Y.�.�:� • I • • � ��'
a � " ' : ' 1 ' ,
�EqN :....f;1.:� ,`� %+r�"'�': • � � ' ' ►�- -
F� ` -�• eEo a�►. � . = s Y o
l� SOp � ' �:• � I z
8 NqY �-1�.�. _ •. .,.J. . - � �---' ...• W _
�OkE ER :��,_ . � , i 1 -' ,
UP �' ':1- '�. t � �
.%'�.,�„a�•.• I � � ' � y�j A
A � '� : i� � � m :
,..:%��z��` � � : _ : I
ER . — — I ' ' .
B �R�LAY � i : � , — � �
. . , � —
�_�. �
ys..+.�i`�� . NCH
CMt7' ; i i
LAYOUT OP PERFORATEO PIPE LATERALS F� ' � � � � � •
PRESSURE OISTRt8UT10N W M011NO - '
. L;__ ,�
o��---�--i°,,,,,x�_'�'—a�
��oanrEo PusTit �E .
' • TOT�� wton+
SP��G • ' '
PERFORA710NS SPACED 36' ' � i
END ON CENTER. ORATION ` � PF�� PLAN VIEW . .
v�Ew �zfi,uaY sE� �x: j6- � __
2'�IrIANIFOlO � � END PERFORATION OF A PERFORATED U►TERAL
PIPE '
" Gay C�.e
PERFORATIONS ON 80TT01+1 OF
P�.ASTIC PIPE T.w�
t�-� � .�
- 40. _ " :"s:•. t•:, • •�-:.,�*,,.c ,�r
a �� =S lA�TEfiNATE IOCATION , i:'. L..,.r s..�t�pr •.�W N�r��.�iM�.ks(i.«i�
� OF OIPE FROM PUMF') ��
� � � ��i�H.r1..�1a�y
At Lwal 12't�Edp�
. EN� CaP 9Q� / R�� � '��o Fl:�e t+«u N Red�Loyu
Red
/ ;: .=°,.:.- -.,.. .-.�. .� _.:
�,ArE Prfaollaw LxobO ol
�� P FpRal£� 2'PIPE FROM . �."Y ca�sd,e�,r. eo��.A.r�.�..�
/ ER PUMru+G cHaMeER '
\ ��NGtN � 'o.roMa_sou r.�r s�ni.a .>
. �
. � � '. '. •
F-R '
.�._ , , � ..;,��
' ' •.r ��.
WATER TIGHT� IOCKABLE ELECTRIC 80X TREATE��M13T (4 x 4 min) '
PLUG$ OR E�ECTRIC CONNECTIONS• 1 �pLLE� C�R�C CON�FECTIONS MADE
� IN�1DE �iJ�C
,2• pVC CONDUIT SCFfED.l1l.E 80 6.�Q�E �ppp pF�R CORD FOR
MANHOIE� CO�R CHAINED �►:LOCKED -�-�- SErnFM.��I:�;
� SEpIEp MANHO.LE RfNGS '
• • � AT LEAST t2� '
B l0'W GRAOE
��� WIRE fROM PGWER SUPPLY .
plpE IS.lAlb ON A UN�fORM SLOPE FROM
� ���Pp��P���Of�A1t�ACK���TREA�WIENT MEA
. • /;� ,
SEALEO TANK COVER �—IF PI.PE AT TAWK Ml1ST BE LOWER THAN
UNiOt�l TO GET E�E�A��O�`� FOR ORAINBACK,
pU�STIC ROPE OR�CHAIN A �Y� INCH WEEP .rivL� MUST OE USED
WiTN A�CH�R —WEEP �HOLE
ALARM fLOA�QN�SEPARATE
' EI.ECTRiCl4 CIRCt�IT
NOTESs .EIECTR1CAi..VUIRE FROM POWER SUP.PLY
.��� ��9 _ .� _ MUST NGT RUN OVER ANY TANKS BUT
-:� � MUST Bg LAEQ:�IESIOE OTi lER TANKS
" 3�� . ,� � . ALONa POST� �nCED IN CONOUIT
...
SHVI:Q.Ef-1.�YE4—Q-- - - — EI.ECTRICA GORDS FROM. PUMP AND
FLOATS M� �'E RUN THROUGH
PUMP CONTROI FLAAT � '
CO�AC'Tfi. W ES CANNOT HAVE GROUND
��0 ;
� Figure F•8
META�
COVER .
r.� ..1�:. � � . y..,.�
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, ��j�' _ ' I
� CONCRETE �' �
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RING
METHODS OF SE u AIUTHORIZEDLEI�ITR`Y R TO PREVENT
�surc c-ia
;
. . � � .
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r-- —__' , �. , ,
�a` � AL $I�E�ALL SEPTIC T�IK '�
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�FINISHEO GRAOE
AT. LEAST
� •AT .LEAST 6�T 12~COV�R 4" DIA.-�,
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AT LEZIST I .�. �•r••... ••:• •
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OIAM TER 60 MINIMUM��r.__�� .�
g T 30 MINIMUMs T8 MA tM ;
: ��.'.�._�. 2 � ..._---�-'_'�"_— .
r AT LEAST ��_6 M�M�ML_0;2 D _MAXIMUM - 6
3" c o.4 0 .
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�; —• �..�.��" ---- �L,EqN pUT TANK �'h'�N°
c• _ gCI�M CLEAR SPACE:-= � � s • �gS OR
_ �—.�-- —��,�... � .j-- "�' �C IS 3 OR
�. —--_..�"'—'= j i'� � 'B�.IS 12'OR LESS
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MEASURE SCUM� AND SLUDGE ACCUMULATIONS
�N THE SEPTIC TANK