HomeMy WebLinkAbout2009-00588 - new septic • � CITY OF ORONO PERMIT NO.: 2009-00588
2750 KELLEY PARKWAY
ORONO, MN 55356- DATE ISSUEu: 09/30/2009
952 249-4600 FAX: 952 249-4616
ADDRESS : 3420 H[GH LA
PIIV : OS-117-23-12-0026
LEGAL DESC : N/A
: LOT 000 BLOCK 000
PERMIT TYPE : SEPTIC
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : NEW
ACTIVITY : MOUND SYSTEM - SEPTIC
APPLICANT SEPTIC NEW 200.00
HAYES& SONS EXC. INC. STATE SURCHARGE SEPT[C 0.50
263 82ND STREET S.E.
MONTROSE, MN 55303- MISC FEE 0.00
(763)479-1762 TOTAL 200.50
Minnesota State License#: 640 PA[D WITH CC# 4286
OWNER
WOLVERTON, WESLEY&EL[ZABETH
3420 HIGH LA
LONG LAKE, MN 55356-
AGREEMENT AIVD SWORN STATEMENT
Thc work for which this pemiit is issued shall be performed according to
the approved plans and specitications,applicable City approvals,and the
State Building Code. This permit is for only the work describcd and does
not grant permission for additional or related work which requires separate
permits. All provisions of laws and ordinances goveming this type of work
shall be compied with whether or not specified herein.This permit will
expire and become null and void if construction authorized is no[
commenced within 180 days of the date of issuance,or if construction is
suspended for a period of 180 days at any time after work has commenced.
The applicant is responsible for assuring all required inspections are
requcsted in conformance with the State Building Code.This permit may be
revoked at any time for due cause.
f— \ �— �l / �G' /�l `� / /
Applicant Permi ee Signature Date Issued F3y Signature Date
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
¢�� City of Orono t� FOR CITY USE ONLY
0:< � P.O. Box 66 � -,f,Z_�� q a��r„� �('j
�;,,,,p 2750 Kelley Parkway Date Received: � / Permit# 0
��'�'r��f'' � Crystal Bay, MN 55323
� �Y:9".�� Amount: $ ����
�����o�..ya (952)249-4600
CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION
(All permits must be approved by the On-Site Septic Manager and/or Building Official)
Job Site l Owner Information:
Site Address: �� � Z-� ��� � � �c� �,�-
Owner: �L, �z�S �,r='olv-��� �- Mailing Address: ��2� f�rc,G-� Lc,�
City: ���� Zip: �S � z--�
Home Phone: �i S Z ` �t 73 — `��zC� Alternate Phone:
Contractor/Applicant Information:
Contractor/App.: ��c�L, e � `�5�. S Contact Person: l� (L-� �
Address: Z �= � �Z� s�f 5 L ' State License #: � ��
City: l t�.�--- ��-2,� Zip: ���v� Expiration Date: v��- - ��%
Phone: � � � � `f 7�� / ?� '�-- Alternate Phone: �r�� r ��2 � G ��S"� - `�S S t�
TYPES OF OCC'UPANCY
�Residential ❑ Commercial ❑ Other
PERMIT TYPE AND FEES
New or Replacement System $200.00 �.c� U
Repair Existing System 100.00
(Tanks or Drainfield)
State Surcharge .50 .50
Total � �%
$ Z `= ,�
V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc
1 / 2
** ATTENTION APPLICANT **
, Fill in all appropriate blanks and check all appropriate boxes. !
I will be installing the following:
Tan "
Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other
(list manufacturer)
Number of Tanks: -�
Size of Tanks: �D�� /Do� j��
Treatment System
Trenches s.f.
� Mound � �U s.f.
Gravel less s.f.
Chamber s.f.
Final Cover/ Top Soil
to be borrowed from site (show location on site plan)
� trucked in
The undersigned hereby applies to the City of Orono for issuance of a septic system
installation permit, agrees to do all the work in strict accordance with ordinances of the City
and regulations of the State of Minnesota and certifies that all statements made on this
application are complete, true and correct.
,__-
Signature of Applicant / Date: `� � r `� ' �' T
MPCA License No.: (� `f C�
Staff Review: Accept Denied
Reviewer: + Date: �- J—[� G%
Reason for Denial:
Comments (to be printed on inspection card):
V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc
2 / 2
.
� a7-P TESTINGi ��C. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michaei, MN 55376 • (763) 497-3566
FAX (763)-497-5011
State License #394
December 14, 2007
�� � � �°-Q , �.�rc �c, l,Cg 5 �`� ��
S�,d�t�
Wes Wolverton '�
3420 High Lane ORONO COPY
Orono, Henn. Co.,MN
This site has an existing on-site sewage treatment system which has been classified as
non-compliant by others.
This on-site sewage treatment system is designed for a Type 1, three bedroom home,
in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local
ordinances.
The soils on this site are a clay I�am. The mottled soils were located at 18" to 22"
(redox features). Due to the redox features, a Pressurized Mound System will need to
be installed treat septic effluent. The bottom of the rock must be located at least 3'
above the edox eatures. � OR�NO COPY
� ,
��ti��
�
All property lines are approximate & must be located prior to installation.
��� G��
The soils at a depth of 12" have a percolafiion rate of 15.0 mpi. �
��
The existing tanks will need to be abandoned, pumped & filled with soil. To keep the
new tanks shallow a lift pump will need to be installed in the lower level of the home.
�rr�aF oRONa
SEPTIC PERMIT P RE�h�g�
The discharge from the footing drains must not enter the sy���TpA ; ,�, {�
,� ...,_.,...._PERMIT NO.��
��y PAROVED AS SUSMI'CTED
�!���� >PPROVED WITH CORRECT101J�AS NOTp,p
��� ��'�� : . �T APPROV6U-�C,'ORRECTt AE,yUBMIT
;�a�� ORON�3 C�PY In�tu 1 cur �or rorr iaformuio�. Al!work sbatl be ao.�
��, �., sh�ttspp}ipnble ceptio sad soaing c�de.
Requirerr og items not cpecificxlly noted i�f6iat���j�,
��T� �T aN StTfi AT ALi.TW6i
.
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 70' away from the proposed treatment
area.
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 dive�ted 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 8� chlorine agents may kill the
bacteria needed to treat septic ef�luent. 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.
�'��°'�.����-T'�
��..
Steven B. Schirmers
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� fo drvert run-otf from entering" tteotment orea. �`�f�'t�-�`�'� �� �� � a prt_ 612=497-3566
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� �7-P TESTING� I�YC. 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
LOC�S OF SOIL BORINGS
Wes Wolverton
3420 High Lane
Orono, Henn. Co., MN
Borings completed on 12-10-07, vvith a hand bucket auger.
BORING NUMBER 1- Elev.97.2 -� MOTTLED SOIL AT 20" - no standing water present
in boring.
0 - 10" Topsoil dark brown loam 10YR 3/3
10" - 20" Yellowish brown clay loam 10YR 5/4
20" - 32" Rusty yellowish brown clay loam 10YR 5/6 - mottles 10YR 7/1,6/8
32" - 48" Rusty pale brown loam 10YR 6/3 - mottles 10YR 7/1,6/8
BORING NUMBER 2- Elev.97.4 - MOTTLED SOIL AT 18" - no standing water present
in the boring.
0 - 10" Topsoil dark gray brown loam 10YR 3/2
10" - 14" Gray brown clay loam 10YR 3/2
14" - 18" Brown clay loam 10YR 4/3
18" - 26" Rusty brown clay loam 10YR 5/3 -mottles 10YR 6/8
26" - 40" Rusty brown clay loam 10YR 5/3 - 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.97.8 - MOTTLED SOIL AT 22" - no standing water present
in the boring.
0 - 14" Topsoil dark brown loam 10YR 3/3
14" - 22" Yellowish brown clay loam 10YR 5/4
22" - 30" Rusty yellowish brown clay loam 10YR 5/6 - mottles 10YR 7/1,6/8
30" - 36" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1,6/8
. G. MOUND SLOPE WIDTH & LENGTH Landslope > 1°10 slope
(landslope greater than 1%)
o�e��,
1. Downslope absorption width = absorption width (F) D� LpA6AP °�� .
Q �b p0�0
minus rock layer width (D2) ` � � ° 6"Topsoil
��e i �Clean Sand�+�h i i i�`_
:;;; �.� ::�.: .. .,:
��p r� ft- �o ft = _ � 7 ft eparation�� �ft � e.e,�
_ Rest ct�ng Uyer
UpslopeWidU(G2d) Rock W�plh(D2) ��'+�slope�vidth(C2i)
2. Calculate mound size "-' " ____ �� << .�� H
UPSLOPE
a. Depth of clean sand fill at upslope edge of qy�����yy�dN-Sand(Fj
rock layer = 3 ft minus the distance to restricting layer (Cl) ag "
3 ft- ��� ft = l•a� 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
Slope multipliers for various multipliers for various
at upslope edge plus depth of rock layer (1 ft) �n I sloperatios sloperatios
plus depth of cover (1 ft) 3:� 9:] 5:] 6:1 7:] B:7 31 9:1 5:1 6:1 7:1
�. S ft + lft + 1ft - 3�� ft 0 3.0 4.0 5.0 6.0 7.0 B.0 3.0 4.0 5.0 6.0 7.0
c. Upslope berm multiplier based on land slope � Z•91 3.85 4.76 5.66 6.54 �.41 3.09 4.17 5.26 6.38 7.53
3•J� (see figure D-34) Z Z•83 3.70 4.54 5.36 6.19 6.90 3.19 4.35 5.56 6.8Z 8.14
3 2.75 3.57 9.35 5.08 5.79 6.45 3.30 y.54 5.88 7.32 8.86
d. Upslope width = berm multiplier (G2c) times
4 2.68 3.45 9.17 4.89, 5.46 6.06 3.41 4.76 6.25 7.89 9.72
UpSl� e mound height (G2b): 5 2.61 3.33 4.00 4.62 5.19 5.71 3.53 5.00 6.67 8.57 10.77
����� X a';� ft = �� ft 6 2.54 3.23 3.85 9.41 4.93 5.41 3.66 5.26 7.14 9.38 12.07
DOWNSLOPE 7 2.48 3.12 3.70 4.23 9.70 5.13 3.80 5.56 7.69 10.39 13.73
e. Drop in elevation = rock layer width (DZ) times g 2.42 3.03 3.57 4.05 4.49 4.88 3.95 5.88 8.33 11.54 15.91
percent landslope (C5) = 100 9 2.36 2.94 3.45 3.90 4.30 4.65 4.11 6.25 9.09 13.04 18.92
�(� lt X � % - 1�� _ � _..7 lt 10 2.31 2.86 3.33 3.75 4.12 4.44 4.29 6.fi7 ]0.00 I5.00 23.33
f. Downslope mound height = depth of clean ll 2.26 2.78 3.23 3.61 3.95 4.26 9.48 7.19 `71.11 ]7.65 30.4?
sand for slope difference (G2e) at downslope � Z•21 2.70 3.12 3.49 3.80 4.08 4.69 7.69 12.50 21.93 43.75
rock edge plus the mound height at the
upslo,I�e edge of rock layer (G2b)
3,5 ft + � � ft = 3-�' ft
g. Downslope berm multiplier based on percent land slop �
`�-1.5�-{ (see figure D-34) S
- `�i --'1
h. Downslope width = downslope multiplier UPS,oPZ;d�,,«fd,
(G2g) times downslope mound height (G2f) y�z,.�
y•S� �( ��� lt = � ! lt V�7� �� m Upslo e Width(G2d) W,dth D2) �Q r � U sgZpe Widih(G2d)
i. Select the greater of G1 and G2h as the � ---'-``" Length(D3) 4� ' '�
downslope width: �� ft � �� Downslope Width(G2i) �� F� �o,
AbsorPtion Width(F)___!_2
j. Total mound width is the sum of upslope �y� �y
width (G2d) width plus rock layer width �
(D2) plus downslope width (G2i) � ' � Total Length(G2k)�ft - '
1� ft + �ft + ao 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 = (�� feet
��a � `�� R� �`-� �� Final Dimensions:
�-� x �3' �a�., �
I hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
�
(�� gn ) 3`� `� (license#) � �-1 a- a� (date
'`"�, r � �.��-----�.. (si ature )
• � MOUND DESIGN WORK SHEET(For Flows u to 1200 d)
A. Average Design FLOW A-1: Estimated Sewage Flows in Galions per Day
number of
Estimated ��v gpd (see figure A-1) bedrooms Class I Class 11 Class ill Class iV
or measured -- x 1.5 (safety factor) _ -- gpd 2 300 225 180 60%
3 450 300 218 ofthe
4 600 375 256 values
B. SEPTIC TANK Capacity 5 750 450 294 in the
6 900 525 332 Class I,
2,—J�6c� allons (see i ure C-1} � 1050 600 37o II,or III
�� g Gl����f S . 8 1200 675 408 columns.
��eo ��1 � wl� �� -
C. SOILS (refer to site evaluation) C-1: Se ticTankCa acities(in allons
Liquid capacity
� � Number of Minimum Liquid Liquid capacity with W��disposal&
1. Depth to restricting layer = I•� 1.Co �i.� feet Bedrooms Capacity garbagedisposal ��ftinside
2. Depth of percolation tests = /- o feet zo�iess �so �tzs 15�
3. Texture L��`� �---����1 3or4 t000 isoo 20�
5 or 6 1500 2250 3�
Percolation rate I S�(� ri1p1 7,8 or 9 2000 3000
4. Soil loading rate -�-t-� gpd/sqft (see figure D-33)
5. Percent land slope 3 %
D. ROCK LAYER D�IMENSI01�1S
1. Multiply average design flow (A) by 0.83 to obtain required rocl< layer area.
�-isc� gpd x 0.83 sqft/gpd = 3�'3 sqft��o°�p-����� -
2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR
0.83 sqft/gpd x 1� g-pd/sqft = 1 c� ft �ound LLR
3. Length of rock layer = area = width =
!O sqft (Dl) = 10 ft (D2) _ �I�ft < 120 M PI < � 2
E. ROCK VOLUME > 120 (VI PI < C�
1. Multiply rock area (D1) by rock depth of 1 ft to get cubic feet of rock
y)� sqft x 1 ft = u 10 cuft
2. Divide cuft by 27 cuft/cuyd to get cubic yards
�t)0 cuft = 27 cuyd/cuft = I� cuyd
3. Multiply cubic yards by 1.4 to get weight of rock in tons
J Sr cuyd x 1.4 ton/cuyd = a I tons
D-33: Absorption Width Siaing Teble
]F. SEWAGE ABSORPTION WII�TH PercolationRate LoadingRate
in Minu�es per Soil Tezture Gallons Absorption
Inch per day per Ralio
MPI s uarc foot
Faster than 5 Coarse Sand 1.20 1.00
Medium Sand
Absorption width equals absorption ratio (5ee Figure D-33) F�s�dd
times rock layer width (D2) 16 io 30 L�m o.�o z.o�
3i�o as s�u t.� oso 2.ao
a,� X 1 o ft = ac�,� ft 46 to 60 s�Y QaY� 0.45 z.6�
Siiry Clay Loam
61 to 120 SiltyClay 0.24 5.00
Sandy Clay
Cle
Slowcrthan 120•
•Sysiem dcsi�ned tor Ncse aoils m�s�Dc aLer or perlomunce
• PRESSURE DISTRIBUTION SYSTEM Geotextile fabric
1. Select number of erforated laterals � � � Y� �1� -
p Quarter inch erforahons s aced Co?3 �
2. Select perforation spacing= 3•o ft £ ' � > ° ' g °f;�b`k `;
t <::
< �
, . .. ......._..�..;�.,:.,
Perf Sizing 3/16"-1/4"
3. Since perforations should not be placed closer than 1 foot to Perf spa��g 1.5'-5'
the edge of the rock layer (see diagram),subtract 2 feet frorn
the rock layer length. E-4: Maximum ailowable number of 1/4-inch perforafions
I�-y1 ' C �t [ per lateral to guarantee<10%discharge variafion
Rockla� -21t =_ ��/ lt
perforafion
spacing
4. Determine the number of spaces between perforations. feet) 1 inch 1.25 inch 1.5 inch 2.0 inch
Divide the length (3) by perforation spacing(2) and round
down to nearest whole number.
2.5 8 14 18 28
Perforation spacing = ?,`� ft= `� ft=�"�Z spaces 3.0 8 13 17 26
5. Number of perforations is equal to one plus the number of 3'3 � �2 �6 25
perforation spaces(4). Clzecic figure E-4 to assure the number of 4�0 > >> >5 23
perforatians per lateral guarantees <10% discharge variation. 5.0 6 10 14 22
��_spaces + 1 = 1'� perforations/lateral E-6: Perforotion Discharge in gpm
6. A. Total number of perforations = perforations per lateral (5) perforation diameter
times number of laterals (1) head inches
(feet) �/8 3/16 7/32 1/4
1`' perfs/lat x�_lat=�_perforations
1.0a 0.18 0.42 0.56 0.7�
B. Calculate the square footage per perforation.
Should be 6-10 sqft/perf. Does not apply to at-grades. 2•0b 0.26 0.59 0.80 1.0�
Rock bed area = rock width(ft) x rock length (ft) 5.0 0.41 0.94 1.26 1.6�
�ft x�! _ft= �t► o sqft a Use 1.0 foot for singie-family homes.
Square foot per perforation= Rock bed area=number of perfs (6) b Use 2.0 feet for an tni� else.
�ll o sqft= �Z..-=perfs = `�'.rI sqft/perf
7. Determine required flow rate by multiplying the total number of ,,,�,,� �
perforations (6A) by flow per perforation (see figure E-6) � pq���q��P
�`�'� perfs x �7 gpm/pE>rfs =�gpm ���
�
8. If laterals are connected to header pipe as shown on upper ��,�
example,to select minimum required lateral diameter;enter olterrafeloca6on
or plpe h«n purt�
figure E-4 with perforation spacing (2) and number of perforations Fi9ure E-1:Manifold Located at End of System
per lateral (5) Select minimum diameter for
perforated lateral = �l �� inches. Figure E-2:Manifold Located e`�`�
in the Cenfer ot the System
9. If perforated lateral system is attached to manifold pipe near
the center,lower diagram,perforated lateral length(3) and morifoldplpe
number of perforations per lateral(5) will be approximately one
half of that in step 8. Using these values,select minimum
"'�A - anernole location
diameter for perforated lateral = inches. or��n��
va��«�a�w
I he eby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
/ "` "� ��� ��--�.._.._ si nature ��l licen !Z �" '�C7
, ( S ) ( se�) � )3 '� (date)
PiJI��' ��I.EC'I'IOI�T PRO�EI�LTi�i�
1�a ��$�y'1�"Algl� �3�lI7Cl�➢ C����flt�l:
,. f�. G]C��7fl��7 �1S�g1�l.�tflOY�
1. Minimum required discharge is 10 gpin
2. 1Vlaximum suggested discharge is 45 gpm. For other
estaUlishments at least 10%greatei- than the water supply rate,
Uut no faster than the rate at which eff�uent will Ilow out of the
disri-iUution device. ' �� i
lE�. �Yc��.�r�Lfl�'� ��St��'I����1�Y�
See ��ressure distYibutiort work sheet
��r��u l-� �� � ����cte� �u��a� c����it�: � I �p��a�
1e I�'�$c...Pfl"Y"&�1E3�_�7Y..fli1�� ����� �'��LflA��'IIll��B�at�o
1�. Elevation difference between pLunp and point of discharge? soil treatment system
_ � __feet
&point of discharge
aop�D�?°a.�' Jc7 a
1�.Special head requirement? (See Figicre at right- Special Head Reqi�irenients) total pipe
/ �, length
_ S feet � r � 2A.elevation
' inlet `_ difference
�. Calculate Friction loss pipe �.`d
�; ------- -- -�
l. Select pipe diameter ��� in " ` �
,.
--�---�---��-�---- - �
--------------------------- ------
'?. Enter Figicre E-9 wit11 gpm (lA or B) end pipe diameter (C1). ,
Read friction]oss uz feetper 100 feet from Fig-tti-e �-9 Special Head Requirements
Friction Loss = I_�s ft/100ft of pipe Gravity Distribution 0 ft
�. Determine total pipe length h-om purnp discharge to soil tre�tment Pressure Distribution 5 ft
discharge poult. Estimate by adding 25 percenf to pipe lengt-h for
fittulg loss. Total pipe length tiines 125 - equivalent pipe le:ngth �
E-;9: Friction Loss in Plas4ic Pip�
`f� feet x 1.25 = .S� feet
Per 1�0 f€�et
4_ Calculate total hiction loss by multiplying frictior�loss (C2) nomina9
in ft/100 ft by the equivalent pip� length (C3) and divide by 100. pipe diom�ter
_ /.C,o ft/100ft x �� =100 - � ft (iow rate 1.5" �" 3"
- p,t�n
�. Total head required is Ehe sum of ele��ation difference (A),special 20; 2•47 0.73 0.11
head requirements (B), and total friciion lc�ss (C�) 25; 3J3 1.11 O.lb
�ft+_ .� It+_�__ft- 30 5.23 1.55 0.23
,�,���� ����� /� ¢��� 35 6.9c5 2.06 0.30
_ _ _ _ 40 8.91 2.64 0.39
45 11.07 3.28 0.48
�� ��R��� ������g��� - 50 13.46 3.99 0.58
55 4.76 0.70
1�puinp must Ue selected to deliver at least_ �/ �pm �p 5.60 0.82
(lA or B) wilh at least �� f�et of total head (2D) 65 6.48 0.95
S 70 � 7.44 1.09
I hereby c_ertify that I have completed dzis work in accordance with applicable ordinances, rules and laws.
��_ �"'� � � ��""� (signature) �� � (license#) I 2 -1�-'(7� (date)
� CERTIFICATION N0.627
STATE LICENSE N0.394
PERCOLATI�N TEST DATA SHEET
Percolation test readings made by S-P Testing, lnc. on 12_11_07 starting at 1••OSpm•
Test hole location Wolverton,�42.Q High Lane,Orono
Test hole number�. Date test hole was prepared 12-10-07.
Depth of hole bottom�inches. Diameter of hole�inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
_ _ 0 - 10" Topsoil dark brown loam
_ 10" - 12" _ _ Yellowish brown clay loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 'nc . Date and hour of initial
water filling 12-10-07, 1:OOpm. 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.
Ma�cimum 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
12:55 refil I 6
1:05 1:35 6 2 15 30 min
1:38 2:08 6 2 15 30 min
2:09 2:39 6 2 15 30 min
Percolation rate= 15.0 minutes per inch.
'CERTIFICATION N0.627
STATE LICENSE N0.394
PERCOLATION T�ST DATA SHEET
Percolation test readings made by�-P Testi�g�Inc. on - 1-07 starting at •06 m.
Test hole location Wolverton, 3420 High Lane r no
Test hole number 2. Date test hole was prepared 12-10-0'1.
Depth of hole bottom 12 inches. Diameter of hole(inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 10" _ Topsoil dark gray_brown loam
10" - 12° __ Gray brown clay loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 12-10-07, 1:OO�m. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of wa.ter depth in hole for at least 4 hours is automatic siphon.
Maximum water depth above hole bottom during test is 6 inches.
, � Measurement, Drop in water level, Percolation rate,
Time Time intetval,min inches inches minutes er inch Remarks
12:55 refill 6
1:06 1:36 6 3-3/4 8 30 m i n
1:37 2:07 6 3-3/4 8 30 min
2:10 2:40 6 3-3/4 8 30 m i n
Percolation rate=$.Qminutes per inch.