HomeMy WebLinkAboutseptic design-2003 ' SEPTIC SYSTEM APPROVAL �G l
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CITY of OR O
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r�',, �15r Municipal Offices
�.� .�G Street Address: Mailing Address:
9kE8H�g' 2750 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner Nina Wildman Phone (Home) (Work)
Address lot 3, Spring Hill Estates City Orono State MN Zip
Site Evaluator Steve Schirr�ers State License # 627 Phone# 763-497-3566
Type of Establishment: Single Family X Multi Family
Commercial Est. Gallons Per Day 750
No. Potential Bedrooms 5 Slope: 10%
Depth of Sand: Upslope: 1.4 feet Downslope: 2.4 Soil Sizing Factor 0.83
Perc Rates P-1 12 P-2 11.4 P-3 21.8 P-4 7.3 P-5 P-6
Restricting Layer Depth B-1 20" B-2 28" B-3 20" B-4 22" B-13 22" B-14 22"
Type of Treatment System:
Standard X Alternative Other Performance
Pressurized Mound System X At-Grade System
Gravity Trenches System Pressurized Trench System
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 39 Head 22
Treatment System:
Minimum Square Feet with 9 inches of rock below pipe
Bed (10*68� Mound Treatment Area (49*88�(49*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 have 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 will 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) Fence off both sites.
2) 1.5' soil on top of mound, 1' soil on sides of mound.
3 Sand placement must follow plan both upslope and downslope.
4) Alarm must be placed inside house.
5) Keep all water softner and iron filter discharge out of septic system.
��.�� ��� �.. i( D - ��
By: �� ��_�, (
Matt Bolterman, On-Site Systems Manager Date
Telephone(952)249-4600 • Fax(952)249-4616 .
www.ci.orono.mn.us
A . �
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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
CITY OF C7RON0
October 31, 2003 �EPTIC�E��RMI `P�A,�.N R�VIEW
INSPECTOIt,,;:`0���'0""'--
DATE ����,�,...,.�:;;.� PERMITNO._��.______
Ap�iKlV�p AS Sl;R�1ITTEA
,ApMWYED WtTH CORRF.CTlON3 AS hnTEU
Nina Wildman �r�retcov�n-coRK6CT&RESI:HVIiT
Lot 3, Sp ri ng H i I I Estates 11ie�s�aae�au fo►yo�r ieformxtion. AN work shall bc duue
h�iWl�omptipnae rhfi�tl applicabte septic and r.oning cude.
Orono, Henn. Co., MN Reqlli�tlpe�stsi�ekudi�ytteD►cnotspecificxllynolediaWisr�svirnw.
!C��1�LAli Mt7'0!�WTi'i AT ALL TIMi'i8
This on-site sewage treatment system is designed for a Type 1, five bedroom 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
20" to 44" (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 21.8 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.
1
. , ,
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 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.
C�� �. .
Tt1lS SYSTEM f�DEStt�NED FOR
Steven B. Schirmers .,�.BEOROOMS. A1VY tNClREASL�1'�I�IUMBER
QF BEDROOMS tNYAUQVItF�tNIS�ESIGa.
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, PfYJPERTY OF= 1��'N� VJt 1..��1,�e`��1
� �Pefcolotio� Tests Scole= �,� ��
ySoil 8or'mgs l,d� 3,�5(�(Z��L l-���L �cSZ4���-S
'F�Xrx�r1�'Ctt9�.k S 6�"'r"�C 'Cb`'�'_-_ �BencF: Mork �2 oN o� F-tEr�N,C D. ���'`�
L,�oy.s.�bG�t,, � AsSoG.
� Note= This system is io be constructed to meet
the NGnnesao Poilution Con��d A9e�cy S-P TEST/N / C.
� Chapter 7080 & Local Ordinance ���, ��L�.,.�
oes'�qned 8y�,
r Note : Check all underground utilities pa:e j.t/1/� �i.7b3-497-3566
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SET- BACKS �
� HOUSE System must be� � �
: � Tank�.� from property Gnes � �C- S�-<�r��.1 c��R stf�� w�o-� .
� '�1.�V�..'fb�S+�rWt . � ,,��. from w�lis . � . �
_ �/A�1.`Ffp,y� ao from b!dqs. �
'. =�"a TreutmeN orea =�fran bkes� .._� streans � �
� • TreotmeN orea ao�from properiy tines , ��'���°^� ��1e5 "� be �oted in a .
. ' � M_s���?����"�r- �- L'from welts,�� ''�'A" weatt� proof erx;bwre outside the pixr�ping ctbmbef and manhole
� BAGLFitt_ �a"+�. �
� � from bldgs.
i :a L'trom trees � � -_�OIL BORIhG :EI.E�/Al10NS
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, � � m'"' ' - TH�I El.-g�g•S �tdr�l�l - °lt.
' .. „� ' . . o TH.+2 EL.:3?°1•D
� � � Tank � � - �n'- . � 9����TH:'3 EL.-�.3
� Tank '�
.. OFop to 7onk 1�S"bo+� �neog.,►. ~ . PRESStJRE DlSTRIBUTION MOl�VO SYSTEM TH"4 El.-.�3.�.�� �
Min.1"io 6� '�p�� � TK:�3 El-q�'�
. Max.l"to4� � �fxP T��-1�S SH�Av�oc�J E�NA710� ot PROPOSED PUMPWG
Chomber 1'�Sn������ . CHAAABER-3�_o��,�'►.�v►+�'►�o
4"l0 6��dia.piQe - ` • .
� ��ont�.'So�t,� '�L.�oe.yc- 99�
� SYSTEM DESI�N -MOUND . � .. . . ____.._.__`�__---t.ow4n� �ti.00'g- __�1�4,_s�
. . TYPE �.,�eEORootut , Ave'r«�e peocototion rate�min✓inch (�-83sq.ft n�eomnent area pergo�.ordrnly sew�oge flow)
?�gd./day x.83sq.ft 1gd.�3,sq.ft.of heatrne�orea +10%=�sq.fi. (»IOft.width=�fi.kngth of bed area*side sbpe run.�.to 1 x�heigtt=-1g--ftxL2-it lawn�area needed)At�"e,
' qeon rodc n�- S�sq-fk�eatment area x�depth of roc{c=�cu.fi=27= �S cuyds,(3/d�10 21/��da..,indudes 2��o#rock above p'�pe) ��ti. s,a�a.o ��-lti. /•�J .
� �as�rs.� c�,�a rui t�ow � �ea�d.�,4K�axya�. �. , so�ay� �f��a,.yds:o�., top�o� 6�.�Z_�u.yd:���M'�?�� 't4.!34.Sz..`10°�0 -�o -toe���. 13 S. ��.�c�s � ;
u�qs�-o Number of ionfcs required�_, Isf ionkl�gol. ;2nd irnkL�ag�.� Fws P�..tmP�Nu 4N�am���Q-- •. .� 11���.fL�=.�p.����.�
� � Pumping c�mb� copacity- 25% of dody sewage flaw of�gal.��gal+reserve sfaoge ot 15 Oyzt�.1B�_��V gol.+pipe tiodc drainoge—
PROPERTY Or:1`1�*�'A �1�L'o�'�
of�.1`�.gd./IOOGn.ft.of3.rdi�.�PdY�P�Pe, Iin.fkneeded.�4Z, -�-9d.�morifold�goIJ1001'inftof�.rda.pipe,Fr�ftneeded�,.,�g°I. .L�"� 3 ��b 1�lLL �S'S
. total cQpocity needed��.got.(plus area fa P�mP)�s�rn�,n. !7�50 ga 1,ca e. � 04.0�O M 1� . 1�1�.f►�S� GG�1D.
3 Distributionl ppe��da. ,,�°15�lin.fk, •r.s.��dia perforotions s��2.uapart �
Pump s¢e�hp. (pumpable capaciiy,��.gol.4cydes/day) J�S�,o s�,�� �-tr�iao P�Ess ���S�N�a�-� �'j' qa,1) t,�,,n. $—P 7"EST, G C.
Nale� When co�trucling bed .- , this oreo shoutd be shaped Note= Oista�ce irom t�Qh�n�ent� oreo to neighbaing wells— Oesigned 9y= � �•� `�"'�
: io divert run-off irom entering treotment orea. �- ''�1�r�Alt j�D� � Do�e�.�/1�� , RH. 6t2-497-3566
' ��MOUND DESIGN WORK SHEET(For Flows u to 1200 d)
A. Average Design FLOW A-1: Estimated Sewa�e Flovvs in Gallons per Dcy
nu r o
Estimated r1��f� gpd(see figure A-1) bedroom: c�cu� c�ass u c�au m c�aas�v
or measured x 1.5 (safety factor) = gpd 2 � 225 �8° �
3 . q5p 300 218 ofthe
4 600 375 256 values
B. SEPTIC TANK Capacity 5 750 450 294 �n tne
6 900 525 332 Class I,
7 1050 600 370 II,or III
I-1 aSo♦ 1-100 o gallons (see figure C-1) g �2pp 675 ao8 columns.
{ 1 ����M 1�'E- S\'t'f� Gl: Tank Ca tks bns
C. SOILS (re�er to site evaluation) .'�'
µ Nnmber of Minimum Li uid wd � W�� �9uid capaciry
1. Depth to restricting layer= /•(o. �.� feet
'�3,4 � s�a�� c�cy9 �� W��n a►�a��
2. Depth of percolation tests= /.c� feet �3`'� z a�� �� »u �sao
3. Texture LL-t4�`� ►,oY�w1 s o 6 is�oo ?�0 200°
3000
Percolation rate�,1•�_mpi �,8 019 � 3�
4. Soil loading rate .4S gpd/sqft(see figure D-33)
5. Percent land slope /[� %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow (A)by 0.83 to obtain re9uired rock�ayer area.
�SO gpd x 0.83 sqft/gpd = L a a� sqft t►�`��=��y�
2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR
0.83 sqft/gpd x !Z gpd/sqft= 1a ft Mound LLR
3. Length of rock layer= area+width =
4�'� sqft(D1) + �_ft (D2) _��ft < � 2O M P I <� 2
E. ROCK VOLUME � � 2O MPI < 6
1. Multi ly 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
��cuft +27 cuyd/cuft=_�_cuyd
3. Multiply cubic yards by 1.4 to get weight of rock in tons
�._cuyd x 1.4 ton/cuyd = �_tons
D-33: ADeorption VVidth SlzfnQ Table
percol��q�Rate L,oeding Rate
F. SEWAGE ABSORPTION WIDTH inMinutaper sa�T�►,� c.��«u Absorption
Inch per daY per Ratio
►�p� wtt foot
Fetter than 3 Cwne Sard 1•ZO 1•00
Medium Sud
Absorption width equals absorption ratio (See Figure D-33) `A""ys°"d
times rock layer width (D2) '„0 4 „ . :<
�,tI� X__1!z__.�_ ��• 1 t 46 to 60 Sil�t yG7�yYl.o�m 0.43 2.6'7
61 to 120 S ilty Ga y 0.24 5.00
ud
lowa ihan
•Syqam dad`aW tor Nw wil�mm M abu or psrfemrnee �
G. MOUND SLOPE WID1'H & LENGTH Landslope > 1% slope ,
� ' (landslope greater than 1%)
�e,
1. Downslope absorption width= absorption width (F) , ,�;;§���;:� A`� ���,
A, �,�� �. „ �k�'.�. 6'Topwil
minus rock la yer width (D2) r "yrQ.;fr�e�5�r �"�x� �•�s.�[�R ����, ��3 w��,
-��._ -M . ..,,,�x5 < .�......� �.� .,. :a.. <�.�t�'.�'�•S��;<�._
eS�/. '/ lt-____�_ft= � � ft panHonL�Lh �•�.•`
ww�uy..
���� Rock Idth(D2) ����
2. Calculate mound size `� p
UPSLOPE
a. Depth of clean sand fill at upslope edge of „�,�,dw.s.,,a«,
rock layer = 3 ft minus the distance to restricting layer (Cl) �"
3 ft-J, c� ft=.�L'-�� D-34: SLOPE NNLTIPLIER TABLE
b. Mound height at the upslope edge of rock
layer = depth of clean sand for separation (G2a) �..�a UPSLOPE nowrrsLorE
S�iope mulliplieis for various multiPlisn for vuious
at upslope edge plus depth of rock layer(1 ft) R •�oa�ae�• .lope ntioc
plus depth of cover (1 ft) : ':' S:� 6:' ':' :' :' +: :' 6:' ':'
�„�- ft+ 1ft+ lft= �r�ft 0 3.0 �.0 S.0 6.0 7.0 B.0 3.0 4.0 5.0 6.0 7.0
c. Upslope berm multiplier based on land slope 1 z.91 3.85 s.�e s.� 6.sa �..� a.o� +.�� ss6 e.3s �ss
��, . 7��p (see figure D-34) 2 2•83 3.70 4.54 5.36 6.14 6.90 3.19 �.35 5.56 6.82 8.14
3 2.75 3.57 4.35 5.08 5.79 6.45 3.30 �.54 5.88 7.32 8.86
d. U slo e width = berm multiplier (G2c) times
P P � 2.68 3.�5 �.17 4.8� SA6 6.06 3.41 4.76 6.25 7.89 9.72
ups� l�Obe X o�yhefght (G!Q): ft 5 2.61 3.33 4.00 4.62 5.19 5.71 3S3 5.00 6.67 8S7 10.77
' 6 2.54 3.23 3.85 �.41 4.93 5.11 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.a0 5.56 7.69 10.31 13.73
e. Drop in elevation = rock layer width(D2) times 8 z.az 3.03 s.s, ..os 4.19 a.ee 3.95 s.ee ea3 z�.sa �s.9�
percent landslope (C5) '�" 1�� 9 2.36 2.94 3A5 3.90 4.30 l.65 �.11 6.25 9.09 13.04 18.92
�ft X �(� %i- 10� _ •D ft 10 2.31 � 3.33 3.75 4.72 4.4� 4.29 6.6` ]0.00 15.00 23.33
f. Downslope mound height= depth of clean il 2.26 2.78 3.23 3.61 3.95 4.26 4.48 7.14 11.11 17.65 30.43
sand for slope difference (G2e) at downslope � �1 2.�0 3.� 3.49 s.eo ..oe �.69 �.69 �z.so z�..s 43.75
rock edge plus the mound height at the
upslope edge of rock layer (G2b)
3•�I ft+ I,c� ft=�_ft
g. Downslope berm multiplier based on percent land slop _ ���
(�,Li7 (see figure D-34)
h. Downslope width = downslope multiplier � UPs�o��►,dwcc fd>
(G2g) times downslope mound height(G2 fl y9 I
���( r�,y ft= a�lt � Upt�pe Width(G2d) Width(�D'2 _� UP+ope fWldth(G2d)
i. Select the greater of Gl and G2h as the �"8�'`�'-�Og
�
downslope width: "�r'�' ft � °°N'^6'°�"''dw«z" f`
j. Total mound width is the sum of upslope �b'°��«�W'dw`F'��
width (G2d) width plus rock layer width
(D2) plus downslope width (G2i) ToW La+gth(G2k)1�_E�
Id it+_�_ft+�_ft= ��ft
k. Total mound length is the sum of upslope width (G2d)
plus rock layer length (D3) plus upslope width (G2d)
�t�ft+ G� ft+�[�ft= �_feet
�� �-�- ��" � �� = ��y Final Dimensions:
4� x /r�� A��
I hereby cerrify that I have co pleted this work in accordance with applicable ordinances, rules and laws.
. � (si ature � (license#) � � -�� �d� (date)
� �
. , ,
PRESSURE DISTRIBUTION SYSTEM Geotextile fabr�c
3 . � :�,,.: . .;. .. -::: . <.:, -.: ::,- . ::: .2,:;
1. Select number of perforated lateraLs�_. arter inch erforatlons aced!3' ,
. , , . :..,.: � .
<i , �'r ,�;•�S�� �f',t�c1c:•
2. Select perforation spacing=��f{ , ,�. .: ,.. { ` ': . : .. ;:
Perf Sizing 3/16"-1/4"
3. Since perforations should not be placed closer than 1 foot to P�spadns 1.5'-s�
the edge of the rock layer(see diagram),subtract 2 feet from
the rock layer length. E-4: Max�rwm dbwabia numbet of 1/4inch pedorafions
per lateral to�uarraa�tea<10%.discharqe vadatfon
V�r -2 ft = �.�� � . perioranon
4. Determine the number of aces between erforations. `����
Sp P }ee 1 Inch ].251nch. 1.S•inch 2.O inch
Divide the length(3)by perforation spacing(2)and�i11d
��to nearest whole number. 2;5 � 8 �14 18 28
Perforation spacing=�_ft+ 3 ft=�_spaces �3.0 � 8 13 17 26
3.3 7 12 16 � 25
5. Number of perforations is equal to one plus the number of 4 0 � �� t 5 23
perforation spaces(4)..Check figure E-4 to assure the number of �,p 6 10 14 22
perforutions per lateral guarantees<1Q%discharge variation.
��,_3�7aCeS+1 = �3 . p�rforations/lateral E-6: Po�foratlon Discharqe In�pm
6. A. Total number of perfora#ions= perforafions per l�teral(5) perforotlon d(ometer
times number of laterals(1) inches
�'S��' (fee) 3/16 7/32 1/4
�_perfs/lat x�_lat= L`� pe orations �,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
_�_f{X�ft=�1�_SClft a Use 1.Q foot hx alnple-fam(ly homes.
Square foot per perforation=Rock bed area+number of perfs(6) b use 2.o reer ror c� r� eige.
�_sqft+.�—Perfs'_-�--sqft/�perf MMMfOLD LOCATm AT LND 0� NKftURC pSTRIBUTION 4YSTEM
7. Determine required flow rate by multiplying the t�otal number of
perforations (6A).by flow per perforation�see figure E-6) �
!� erfs x �S m/ erfs= 3`al . gpm ��
__2.p —�--SP P •
8. If laterals are connected to header. i e as shown on u er �M�'r'
P P PP � �;��-.,,
example,to select n1inimusri required lateraFdiameter;enter ��,,,,.�'""'�
figure E-4 with perforation spacing(2)and number of perforations \�
per lateral(5) Select�miniinum diameter for ,,,,a„„.�,,,,,„,,„��..�,,,�,�,
NK�ML p�?MWt10M N MOUND
perforated lateral= inches.
.�..�.�..�
9. If perforated lateral system is attached to manifold pipe near � , �,� ��""
��1��'�" M
tYte center,lower diagram,perforated lateral length{3) and ry�,.
number of perforations per lateral(5)will be approximately one :•��,�-��«-
half of that in step 8. Using these values,select minimum , -,�_�.�,;,.�,
diameter for perforated lateral= �����-- inches. a�, M
. . �'''""` ��.,• �.�
� w�"'r
, �
I hereby certify that I have ompleted this work in accordance with applicable ordinances, rules and laws.
��, �j � (si ture) �� (license#) t 1- ) -b� � (date)
�
. , � PUMP SELECTION PROC�DURE '
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: 3 q gpm
2. Determine pump head requirements:
A. Elevation difference between pump and point of discharge? so�treatment system
&point f ischarge
) �, feet ,.... �9 y
B. Special head requirement?(See Figure at right-Special Head Requirements) 1e�P�Pe
�_feet 2A.elevation
inlet difference
C.Calculate Friction loss p��
------- -- -
1. Select pipe diameter �•D in ...'....�'.'�. � ��
.......................... .......`�
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 Spe c i a l H e a d Re q u i re m e n ts
Friction Loss= �• � ft/100ft of pipe Gravity Distribution 0 ft
3. Determute total pxpe 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: Fdction Losa in Plastic Pipe
�_feet x 1.25 = 00 feet Per100 teet
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. flow rate �.�ipe d2amete3�
- �,•to ft/100ft x /00 +100=__,:�___ft pm
D. Total head required is the sum of elevadon difference(A),special 20 2.47 OJ3 0.11
head requirements (B ,and total friction loss (C4) 25 3.73 1.11 0.16
�ft+�,_ft+�_ft= 30 5.23 1.55 0.23
35 6.96 2.06 0.30
Total head: a feet ao a9i 2.ba o.39
45 11.07 3.28 0.48
3. Purnp selection 50 13.46 3.99 0.58
55 4.76 OJO
A pump must be selected to deliver at least_.�:gpm bp 5.60 0.82
(lA or B)with at least�_feet of total head (2D) 65 6.48 0.95
70 7.44 1.09
I hereb certity that I ha e co leted this work in accordance with applicable ordinances, rules and laws.
� •�. � ` si ature) �g (license#) .���-''d� (date)
.a ( g„
s
. ,
S�P TESTING� �NV. Steven B. Schirniers • 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 3, Spring Hill Estates
Orono, Henn. Co., MN
Borings completed on 10-8-03, with a hand bucket auger.
BORING NUMBER 1- Elev.978.5 - MOTTLED SOIL AT 20" - no standing water present in boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 20" YeHowish brown loam 10YR 5/4
20" - 38" Rusty yellowish brown loam 10YR 5/6 - mottles 10YR 7/1, 6/8
38" - 48" Rusty yellowish brown sandy loam 10YR 6/4 - mottles 10YR 7/1, 6/8
BORING NUMBER 2- EIev.979.0 - MOTTLED SOIL AT 28" - no standing water present in the
boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 14" Brown loam 10YR 5/3
14" - 28" Yellowish brown loam 10YR 5/4
28" - 40" Rusty yellowish brown loam to clay loam 10YR 5/6 - mottles 10YR 7/1, 6/8
40" - 48" Rusty pale brown loam 10YR 6/3 - mottles 10YR 7/1, 6/8
BORING NUMBER 3- Elev.991.3 - MOTTLED SOIL AT 20" - no standing water present in the
boring.
0 - 8" Topsoil dark brown loam 10YR 3/2
8" - 14" Gray brown loam 10YR 5/2
14" - 20" Brown clay loam 10YR 5/3
20" - 38" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1, 6/8
38" - 48" Rusty gray brown clay loam to silty clay loam 10YR 6/2 - mottles 10YR 7/1, 6/8
. � �
Soil borings cont'd.
BORING NUMBER 4- EIev.991.0 - MOTTLED SOIL AT 22" - no standing water present in the
boring.
0 - 8" Topsoil dark brown loam 10YR 3/2
8" - 14" Brown clay loam 10YR 5/3
14" - 22" Yellowish brown clay loam 10YR 5/6
22" - 30" Rusty yellowish brown clay loam 10YR 6/4 - mottles 10YR 7/1, 6/8
30" - 42" Rusty pale brown loam 10YR 6/3 - mottles 10YR 7/1, 6/8
BORING NUMBER 13- EIev.980.7 - MOTTLED SOIL AT 22" - no standing water present in the
boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 12" Gray brown loam 10YR 5/2
12" - 22" Brown ctay loam 10YR 5/3
22" - 34" Rusty brown clay loam 10YR 5/3 - mottles 10YR 6/8
34" - 38" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1, 6/8
38" - 42" Rusty pale brown loam 10YR 6/3 - mottles 10YR 7/1, 6/8
BORING NUMBER 14 Elev.992.6 - MOTTLED SOIL AT 22" - no standing water present in the
boring.
0 - 8" Topsoil dark brown loam 10YR 3/2
8" - 14" Brown clay loam 10YR 5/3
14" - 22" Yellowish brown clay loam 10YR 5/6
22" - 30" Rusty yellowish brown clay lo2�m 10YR 6/4 - mottles 10YR 7/1, 6/8
30" - 42" Rusty pale brown loam 10YR 6/3 - mottles 10YR 7/1, 6/8
2
CE�TIFICATION N0.627
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, Inc. on 10-9-03 starting at 1:40pm•
Test hole location Wildman, Lot 3 S��g Hill Estates, Orono.
Test hole numberl. Date test hole was prepared 10_g_03•
Depth of hole bottom�inches. Diameter of hole�.inches.
SOIL.i�ATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 10" Topsoil dark brown loam
10" - 12" Yellowish brown loam
Method of scratching sidewall is�if�. Depth of gravel in bottom of hole is ZJn.�. Date and hour of initial
water filling �0-8-03, 11:30am. 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 �ip hon.
Maximum water depth above hole bottom during test is�inehes.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes r inch Rema�ks
1:25 refill 6
1:40 2:10 6 2-1/2 12 30 min
2:19 2:49 6 2-1/2 12 30 min
2:50 3:20 6 2-1/2 12 30 min
Percolation rate=12�Q�ninutes per inch.
GEI�TIFIC'ATION N0.62'1
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percola.tion test readings made by S-P Testing�Inc. on 10-9-03 startirig at 1�41nm•
Test hole locatioitWildman�Lot 3, Sprjpg Hill Estates�Orono.
Test hole numbers.. Date test hole was preparedl�$=Q�.
Depth of hole bottom 1�inches. Diameter of hole�inches.
SOII.DATA FROM TEST HOLE
DEPTH,INCHES S41L TEXTURE
0 - 10" Topsoi! dark brown loam
10" - 12" Brown loam
Method of scratching sidewall is I�jf�. Depth of gravel in bottom of hole is?...iII�he�.. Date and hour of initial
water filling �0-8-03. 11:30am. Depth of initial water filling is 12_ip�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 siphon.
Maxitnum wa.ter depth above hole bottom during test is�t inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes r inch Remarks
1:25 refill 6
1:41 2:11 6 2-5/8 11.4 30 min
2:18 2:48 6 2-5/8 11.4 30 min
2:51 3:21 6 2-5/8 11.4 30 min
Percola.tion rate=11L41ninutes per inch.
CE�tTIFIG�ATION N0.627
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing�Inc. on 10-9-03 starting at 1:43pm•
Test hole locatio��Vildman�Lot 3, Snring Hill Estates, Orono.
Test hole number�. Date test hole was prepared 10_ _�03.
Depth of hole bottom 1Z.inches. Diameter of hole�inches.
SOII.DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 8" Topsoil dark brown loam
8" - 12" Gray brown loam
Method of scratching sidewall is lmifg,. Depth of gravel in bottom of hole is�in�h�g. Date and hour of initial
water filling 10-8-03, 11:30am. Depth of initial water filling is 1Z_iu�he$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
Wat�r�emainin in test hole
1:43 2:13 6 1-3/8 21.8 30 min
2:16 2:46 6 1-3/8 21.8 30 min
2:53 3:23 6 1-3/8 21.8 30 min
Percola.tion rate=21..8�ninutes per inch
CEI�TIFIGrATION N0.627
STATE LICENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings ma.de by S-P Testing�Inc. on 10-9-03 starting at 1:44.�m.
Test hole location Wildman, .Lot 3,.�pr'�n�H'll�ates, Orono.
Test hole number�. Date test hole was prepared 10-&03•
Depth of hole bottom 1,�inches. Diameter of hole�inches.
SOIL.DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 8" Topsoil dark brown loam
8" - 12" Brown clay loam
Method of scra.tching sidewall is l�ufg. Depth of gravel in bottom of hole is Z.in�L�s.. Date and hour of initial
water filling 10-8-03, 11:30am. Depth of initial water filling is lZ..ins�above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic sin�
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
1:25 refill 6
1:44 2:14 6 4-1/8 7.3 30 min
2:15 2:45 6 41/8 7.3 30 min
2:54 3:24 6 41/8 7.3 30 min
Percolation rate=7_,�ninutes per inch.
PERFORATEO �oa►�+Y saN° ca� -
LA?ERAI.S LAYER OF GEOT�7(71LE
`�r}y.1`ti.`_- FABRIG PERFORATEO IATER�I .
'``'� � -:"�• GRA55 COVER 6 INCHES ` `°
"� . ..;,�:•-"�. ' ' .. TOP�SOIL -
SANOY IOAPA SOIL .� • � �:'�: • •�a+~•�°+w±���•:•• CIEAN S/►NO FILL _„ _ • •' _ •
i ' �' � ' % �•��= �- - •
%� ; �� •� ;�c:�� MAXIMU►•l SIAPE-- - .., _
..�. ' •t,, 3 TO 1 .
IAYER OF GEOTEXTIIE ,�,,,;�,��• � . y ;' T��� � �y4�� ��Es 4'
. st � .. _
F�Aq�tco��ugVCyHEs OF �,. :'• �f� i'� �;' ; o�s�ic�oEOsuRFacE—��"�' "� °
BUILDING PAPER '� ,�' "/ / �f �r sson. • "�"' - j
� • .,ly�.-Y %�! ;�% • � � CROSS SECTION A-A
PIPE,�'ROM PUMP��+;-� '�✓ � � i �
r �' • � '� �' �
f/�./, : �• � . PUi�AP1�N�Cr.FC►WRtBER �
3�'_2y• � ,; �r ; ,�✓' •�,i ! *
CLE�AN F�OCK '� � •' �•• �` i' � OIVERSION FOR • .
'= � / J� SURFACE WATER
� TOPSOIL�.t~'� :;-. r: ,.�� � r a � ' _ �
; ,�. � f. , .� . �
::-
.. f �
���'w � " � �
y � . r;—; .
„► d..,�.k�-e-- �` ♦ 1� % � �' • PERfORA ED I � • • ��
.
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"l S� ����1�,++ , :J��.��+�y � � _ � I = -
R�/��. Y �
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UP ' ''�'� '�-� �. � � '
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f R �A1rER . — — � ; z � _ � — � ,
� I
.
.
.
�r�cr, � � +"f"� . Nc
LAYOUT OF PERFORATEO PIPE LATERAlS FOf2 ' _
PRESSURE �tSTRIBUTION IN MOUNO - � ' � ' '
�
.
, L;__ ,J
PERfORATEO PlASTIC P1PE ._.• DIKE�����DIKE •
� • TOTAI WI�TH
��MfG . . t
END oN�t�rrER�p�fQ��pTwa +a" . � `
VIEW S�iE Mnr 6E'Ks.�x: �• �i P� PLAN VIEW . •
OR I�. 16 . `_
2���O � � END PEFFOR�►710N OF A �PERFORATED LATERAI �
Gw Cwer ,
PERfORAT10W5 OM BOTTOM OF
PLASTIC PIPE Tn•w -��
4�ti �:_ ___�^ t • :,,5: ,:i ' '�'=�•a*�•tW..r d W�NaW F.Mk(�r Iw+-'�
is�• Vn.r sw low ' rrcA M�r d Mr r ww.w«.�
. sy IALTERNATE LOCATION ' - '`w� ►«M povl
OF OlPE FiiOM PlNAP)
� Mla �ien Orik�Fl�rt�e�bM/
bN tNW Te� .
\ y i/�pw� At Lwu l2'1�Edq�
. END CAP �+ ER�� ..° F�Id Rx1� . : N RuY Loyw .
:..c:s�P:,.:.- •,-...�. . ..., .
pRalf� �p 2'PIPE FROM . �;.' a.an saa toy.r eo1�J�•�•,�►.a e�
/� PERf PUNwa�c c,u►MeeR �
� ::: .::._.-:. .- . .:. . •.. .
\ �t.N�f N .a+vrw�.sou ►►ov�.h s�u�.a .`:
�
. , . , , .
F-R '�
. .....�. � • ..^M�t
' � .r '��
WAT�R TtGHT 8� IOCKABLE EL•ECTftIC BOX 7RE�►TE�k�'G1S� (4 x 4 min) .
P L U G S O.R B I E C T F t i C C O N N E C T I O N S•------i ��N�p�-����C COMVECTIONS MAOE
,2• pyC Cph1QULT SCHEO,UI.E 90 6•SPACE . LOOP OF . ; R CORD FOR
MANHOLE�CO�R CHAINED �:LOCKE� -�— SETTLEM�
� S�q�p M�WHOLE RINGS
• . � AT LEAST t2' '
g LQ'W GRADE
��� � WIR£ fROM PO4tifER SUPPLY .
PIPE IS LAtO ON A U:N�FORM SLOPE FROM
� ���Pp��PE��ORAI�ACK���TREATMENT AREA
. � /;� .
SEAlEO TANK COVER �--IF P1PE AT TANK M135T�8E LOWER THAN
UN(QN. TO 6ET ELE�A�ION FOR ORAINBACK,
pIASTIC ROPE OR�CHAIN A t/� INCH WEEP .HbL� MUST OE USEO
WITH AN.C��R . —WEEP �HOLE
'a�ELECTRiCAL clRCui�T RATE
NOTES= .EIECTRICAI..WIRE FROM POWER SUP.PLY
•��� ��D _ ,�,_ _ Ml1ST NOT RUN OVER ANY TANKS BUT
-:•rc � MU:ST B�l1�kD:BESIOf OT11ER TANKS
" 3�� . ,� ALONa POST� p��CEO IN CONOUIT
...
SH�lI:flFf-1,�YE�Q-- - ELECTRICA 6CR05 fROM PUW1P AND
FLOATS M��� RUN THROUGH
PUMP CONTROL FLOAT � '
CONT�A 'Tfi. W ES CANNOT HAVE GROUND
��0 ;
. Figure F-8
METAI.
COVER .
�.. ..�, �` •�'; . •'�" �� � :Y.. .k
; � �� -� ; ' �..v,,.
� I •��.. h i `y:
� � i 1 �
� �' ' � �1�•;?{ra:t�1�. y �
/��i�� �
� CONCRETE ,:'�'
: MANHOLE
RING
METHODS OF SE�NAUTHORiZEDLEPiTRYER TO PR�VENT
Figurc C•14
� ,. . . . ._.._.,. __ .__.._
� � i . ♦
r_. - � �
��` � CAL SIDE.�V'ALL SEPTIC T�1K -�
VERTI
�-FINISHED GRADE
, 6�T �2„ S��l� AT LEAST
•AT LEAST COV R 4" OIA.-�
�„ 4" OIA: . AT LEAST I"
w
��IK AT LEAST i ';,,'.... '.:•
1_ •. , _ '�
� A Cat. st A {
—�- �t ��N'TF'���MINIMUM �T,�i 1,�,��.IL_.. �� _«..
TIM��,.
�S.�.N�.'ZH�e �.�.� - :�
B QIAM T R 60 MINIMUM
��T�� 30 M�NIMUMt__T�MA IM �
' � A S.2t�"��"""' . �'MAXIMUM 6"
r - •AT LEAST �`,�6 M�N.--�MUMt o:2 0-
3" c o.4 0 . I
4 FEET--� '"'""__- •-I
�_--• • •-AT LEnST .
.. . �:
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PENCII.
MARtcS � �•.
� 2� E fi ° �,�y �, .
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iM.ET � ,�`.�T,�L ::• , .� �`
� � �.. .s����•�..�� "'�" � �
--- ' CLt�AN OUT TAMC wHEN'
_' �" • LESS OR
._. . SCt1M C1�A�tt SPACE�� ��j t. �. �C IS 3 Oft
� -���-.- —•--- '` i'� � 'e'.IS 12'OR �ESS
_�� �----- '_'�_--r-
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'';�t�;ji1;' SWDGE , ,.•.'r. ' , LA R FROM I.lOUlO
�� 1.G�5� � � •.�• �. • .• \' �
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MEASURE SCUM� AND SLUDGE ACCUMULATIONS
�N THE SEPTIC TANK