HomeMy WebLinkAbout2015-01328 - septic ' � CITY OF ORONO * 2 0 1 5 - 0 1 3 2 8 *
2750 KELLEY PARKWAY DATE ISSUED: 12/02/2015
ORONO, MN 55356-
952 249-4600 FAX: 952 249-4616
ADDRESS : 795 LAKEVIEW PKWY
PIN : T000108
LEGAL DESC : LAKEVIEW OF ORONO
� : LOT 3 BLOCK 2
PERMIT TYPE : SEPTIC
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : NEW OR REPLACEMENT(SEPTIC SYSTEM)
ACTIVITY : MOLTND SYSTEM-SEPTIC
NOTE: (3)PRECAST CONCRETE TANKS
1000& 1250 SEPTIC TANKS
1 - 1250 PUMP TANK
10 X 63 ROCK BED
APPLICANT SEPTIC NEW OR REPLACEMENT 400.00
TOTAL 400.00
HAYES& SONS EXC.INC. Payment(s)
263 82ND STREET S.E. CREDIT CARD 5293 400.00
MONTROSE,MN 55303-
(763)479-1762
Minnesota State License#: sept-L640
OWNER
Source Land Development Inc.
18215 45TH AVE N
STE D
PLYMOUTH,MN 55446-
AGREEMENT AND SWORN STATEMENT
The work for which this permit is issued shall be performed according to
the approved plans and specifications,applicable City approvals,and the
State Building Code. This permit is for only the work described and does
not grant permission for additional or related work which requires sepazate
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 not
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
requested in conformance with the State Building Code.This permit may be
revoke ime for due ause.
.
Z- �_ l� �� � S� /�i ���S'
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Appl t Permitee Signature Date Issued y ignature Date
�O� City of Orono FOR C�TY USE ONLY
P.O.Box 66 ���� �� ��
� 2750 Kelley Parkway Date Reoeived: I S Permit#
Crystal Bay,MN 55323 ( Ov
l (952)249-4600 `-/ Amot�nt: $ ��
� � l�Y
,
�j�kE S HO��G� ��iD �/�. .
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CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION
(All permits must be approved by the On-Site Septic Manager and/or Building Official)
J�b Si��l{7��r Informa�i�n: ....`; t.,.
�
Site Address: �'] �l ��� �-�. l�`' ► � �-� `� �r iz- � �-- �
Owner: ���^�C� �vv�.�� Mailing Address: ��� � � ��, � � -
City: `� Zip:
��-�,.�-�-���
Home Phone: Alternate Phone: (P��z " � � �``' ��4
C���ii����I��c���1�nforr�ation:
C ✓�Contractor/App.: S ��� 5 Contact Person:�
-�
Address: �( \�j' � �� ��G�,S-� . �C- State License #: �-- �' ��
City: �� �- �'��i�Zip: ���'' � Expiration Date: l� i i 5�
�
Phone: _ � �� �' �� ��- Alternate Phone: �%Z � �S� 5 S��
�, .. .
TYPES t3� {3��lJ��i��;
esidential ❑ Commercial ❑ Other
PERMlT T°�fP�-AND F�ES ; , , :� �.��.,w
New or Replacement System $400.00 �G'�-�
Repair Existing System 100.00
(Tanks or Drainfield)
Total $ ���
1 / 2
w� � ��v� '��P � � 9 �' �',� �� �r 3
��. J - i . ". ��. �8 � � £ .`W aY
Y � & � v s r` . . ." '� ;��w��i's' ..;�4`4 .�.� �,AEi. ; �� t�
��. `''�,�.�^ �' y! rv:;, f
1 will be installing the following:
T nk
Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other
(list manufacturer)
Number of Tanks: �
v � 5(� c�-..Lb� 3 �� �, t
Size of Tanks: 1 �
Treatment System
Trenches s.f.
� Mound � 3 � s.f.
Gravel less s.f.
Chamber s.f.
NOTE: The contractor is required to provide an As-Built of the system before the
final inspection.
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: �G^ � � ^ (S�
MPCA License No.: � `� �
Staff Review: �] Accept ❑ Denied
� � �� � ��
Reviewer: Date:
Reason for Denial:
Comments (to be printed on inspection card):
2 / 2
,
CITY OF ORONO—SEPTIC SYSTEM PERMIT APPLICATION
��`� �� �'�
:�
1. Applications for septic system permits may be mailed or submitted in person at the City
offices; however, permits will not be mailed out. The permit must be picked up in person at
the City offices and work must not begin unless the permit card is on the job site.
*** DO NOT MAIL PAYMENT WITH THIS APPLICATION ***
2. Permits will be only issued to contractors holding a Minnesota Pollution Control Agency
(MPCA) Septic System Installers License.
3. All work must be done in accordance with the approved septic system design.
4. The following inspections will be required for all septic systems:
A. Tank installation prior to covering.
B. Drainfield trench installation prior to covering. For mounds, inspection is required after
rough up, but prior to sand placement (sand must be jar tested for silt content) and
again during pressure distribution piping installation in the rock bed.
C. Final inspection to verify final cover depths and to verify that all pump station (where
required) components are functional and comply with codes.
5. MPCA licensed Installers or their DRP (Designated Responsible Person) shall be present
during all inspections.
A 24-HOUR NOTICE IS REQUIRED FOR ALL INSPECTIONS.
3 /2
h
� 1�C9� C�/�Z�� �S���G �n/4-r SF.PTIC PEY OF ORONO
� /� INSPF.CT R IT PL B IEW
'`_' Iz5� �v�/" �a�� DATE /Z/
PERMIT NO.S��j
p� 0 nr�r�ao��r;n ns s�;r��irrrn
1� ��3 �Q7`i� �/� � AP('ROl'IiD WIT}I C'URRF,CTIOn9 AS NOTBD
� 1�'O'1�nPPRU�'F.I)-CORkECT 8z RF.St;B�t(T
� .��;i�arc fur your infonnation. All work sliall hc done
�c ihl� uptic uid zoning cudc.
Joseph Olson D.B.A. � �� �� � , ; � ��.:�,�„�,.��,�W.
Rusty Olson's--Soil and Percolation Testing ����� � �� �
Joseph J. Olson--MPCA License #810
11481 Riverview Rd. NE, Hanover, MN 55341 �, : �t;.
(763) 498-8779 Fax (763) 498-8290
��
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October l,2015 � �� �� ����� � �D,,.�-v����
Gonyea Homes
Lot 3, Block 2 Lakeview of Orono
Orono, Hennepin County
This on-site Sewage Treatment System is designed for a Type I, five bedroom home in accordance with the
Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The periodically saturated soils were located at 26 inches(mottled soil). Due to the periodically saturated
soils,a pressurized mound system with 6 inches of rock will need to be installed to treat the septic effluent.
The bottom of the treatment area must be located at least 3' above the saturated soils. This system is
designed with 6 inches of rock.
The soils at a depth of 12"have a percolation rate averaging 8.7 MPI.
All tanks need to be insulated if there is less than two feet of cover over the top of the tanks. Clean outs
must be installed on the end of the laterals for maintenance.
Use 7/32 inch perforations on the laterals.
A 1300 gallon 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 weatherproof
enclosure. A warning device must be installed with light and sound devices;this is in case of a pump
failure. The manifold and supply line must have back drainage to the pumping chamber.
Keen all heavv epuipment off of the nroposed treatment areas before durine and after construction
The area around both sites must be fenced off bv the contractor before anv construction be�ins
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 water and toilet tissue should be
disposed of into the septic tanks. Garbage disposals are not recommended. Additives must not be used they
may cause harmful damage to your septic system. It is recommended that you pump the septic tanks every
two years.
Si rely,
Joseph J. Olson TH1S$YSTEM IS DESIGNED FOR
..�,�BEDR�OMS. ANY INCREASE tN NUMBER
�F BEDROOMS INVALIDATES tHIS DESlGN.
C'""
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MOUND SYSTEM D�Si6N ' 'j'�{„��„.: �'�.�
� r��z��.-�?�,i
TYPQ�__��Qedroorn,Average percolatio�rate �' � ��1, • . �� ���_g 7? IA
�57� ai da �m��: ���"�.}
� / Y �_sq.ft_oftreatment area�_(J2t�ft_width=�ft.length of bed area � - �`#��,,,,,�,;�'�tt�Ct���tt�= ,.�Li#..�9?1 N
Side s lope run�to 1 x . �+���� . ��"•p�U
,�.v �seight=`L I ft.x�ft.Lawn area. �+��� .
�1��1��fiQ�!a,,,�:���C'�ie�.,..��
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,---� � S-�s�Ni�
Sandy ioarr��cu.yds.,Topsoil 6" �.S cu.yds.plus 50�95(])_eea Yds
�T �„`ii�t bi�
Nc,mber of tanks�1�`tank I��a�.�2�+���/vw�als.,Pusnp chain6er qpac"rty/asU ga{s_
����i��d`' L�/} �x L'
�gals-/1OE31ineal feei of� 'dia.Su ,i - � Lo t � = �.�.� o � 6 c��U
— AA�1'P�Ae,fineal feet needed� L;�� ,. t (�_-- - ��N � �-.�
D i s tn�u t�on pi}ae � "dia_f�_li�ea!feet,�3�- ,dia. Ferforations�(�"apart . �
Aoat set at a�'t gais.,�times per day Pump cunre.�min_o'�3 feet head :
pfeSsure. �?PltBi/��,j„�,'r�'h. 7b3-498-8�79 .
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�-_,._.�
����� OSTP Desi n Summa Worksheet UNIVERSITY
Minnesota Pollution � �
Gontrol Agency OF MINNESOTA ��
Property Owner/Client: Gonyea Homes Project ID•�v 07.14.15
Site Address: Lot 3,Blk 2 Lakeview Date:��
1. DESIGN FLOW AND TANKS
A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design flow fs considered a peak flow rate
including a safery factor.For long term performonce, the average
B. Septic Tanks: dail y flow is recommended to be<60%of this value.
Minimum Code Required Septic Tank Capacity: 2250 Gallons,in �Tanks or Compartments
Recommended Septic Tank Capacity: 2250 Gallons,in C�Tanks or Compartments
Effluent Screen:� Alarm:�
C. Holding Tvnks Only:
Minimum Code Required Capacity:��Galtons,in �Tanks
Designer Recommended Capacity:�Gallons,in �Tanks
Type of High Level Alarm:
D. Pump Tank 1 Capacity(Code Minimum):�Gallons Pump Tank 2 Capacity(Code Minimum): �Gallons
Pump Tank 1 Capacity(Designer Rec): �_�Gallons Pump Tonk 2 Capacity(Designer Rec): �Gallons
Pump 1 36.0 GPM Total Head 22.9 ft Pump 2�GPM Total Head �ft
Supply Pipe Dia. 2.00 in Dose Volume:��gal Supply Pipe Dia.��n Dose Volume:�ga�
2. SYSTEM TYPE
Q Trench Q Bed �Mound Q At-Grade Q Gravity Distributlon QQ Pressure Distrlbution-Le�l Q pressure Dlstributlon-Unlevel
Q Drip Q Hdding Tank Q other C� *Selection Required Benchmark Elevation: sea level ft
Benchmark Location: �
System Type Type of Distribution Media:
�Type I ❑Type I I �Type I I I ❑Type I V ❑Type V �DralnfiHd Rak ❑Registered Treatment Medla:
3. SITE EVALUATION:
A. Depth to Limiting Layer: 26 in 2.2 ft B. Measured Land Slope%: 9.0 96
C. Elevation of Limit9ng Layer: 970.3 D. Soil Texture: Loam
E. Loc.of Restricive Elevation: F. Soil Hyd. Loading Rate: 0.45 GPD/ftZ
G. Minimum Required Separetion: 36 in 3.0 ft H. Perc Rate: 8.7 MPI
I. Code Maximum Depth of System: Mound in Comments:
4. DESIGN SUAAAAARY
Trench Design Summary
Dispersal Area�ftZ Sidewall DepthC�in Trench Width��ft
Total Lineal Feet�ft Number of Trenches� Code Maximum Trench Depthr--��n
Contour Loading Rate�ft Designer's Max Trench Depth��in
Bed Design Summary
Absorption Area�ftz Depth of sidewall��in Code Maximum Bed Depth��in
Bed Width��ft Bed Length�ft Designer's Max Bed Depth�in
M;��eso���ut�o� OSTP Design Summary Worksheet UNlVERSITY
Control Agency OF LVIINNESOTA ���`
1
Mound Design Summary
Absorption Bed Area 630.0 ft2 Bed Length 63.0 ft Bed Width 10.0 ft
Absorption Width 26.0 ft Clean Sand Lift �,p ft Berm Width (0-1%)�ft
Upslope Berm Width g.p ft Downslope Berm Width 22,p ft Endslope Berm Width 11.0 ft
TotalSystem Length 85.0 ft Total System Width 41.0 ft Contour Loading Rate 12,p gal/ft
At-Grade Design Summary
Absorption Bed Width��ft Absorption Bed Length�ft System HeightC�ft
Contour Loading Rate�gal/ft Upslope Berm WidthC�ft Downslope Berm Width�ft
Endslope Berm Width��ft System Length�ft System Width�ft
Level&Equal Pressure Distribution Summary
No.of Perforated laterals�� Pertoration Spacing�ft Perforation Diameter 7/32 in
Lateral Diameter 2.00 in Min. Delivered Volume�gal Maximum Delivered Volume 188 gal
Non-Level and Unequal Pressure Distribution Summary
Elevation Pipe Volume Pipe Length Perforation Size
(ft) Pipe Size(in) (gal/ft) (ft) (in) Spacing(ft) Spacing(in)
Lateral 1 Minimum Delivered Volume
Lateral 2
Lateral 3 ��8a1
Lateral 4 Maximum Delivered Volume
Lateral 5
Lateral 6 �gal
5, Additional Info for Type IV/Pretreatment Design
A. Calculate the organic loading
1. Organic Loading to Pretreatment Unit =Design F(ow X Estirrbted BOD in mg/L in the effluent X 8.35=1,000,000
gpd X C�mg/L X 8.35�1,000,000= ��lbs BOD/day
2. Type of Pretreatment Unit Being Installed:
3. Calculate Soil Treatment System Organic Loading: BOD concentration after pretreotment:Bottom Area =lbs/day/ftZ
mg/L X 8.35=1,000,000 = �ft�= C�lbs/day/ftZ
Comments/Special Design Considerations:
I hereby certify that I have completed this work in ac rdance with all applicable ordinances, rules and laws.
Joseph J Olson 8t0 01/00/00
(Designer) (Signature)
(License#) (Date)
� OSTP Mound Design UNIVERSITY
MinnesotaPollution �yorksheet > 1 % Slope OF MINNESOTA ,� �„
Corrt�ol Agency ��,
1. SYSTEM SIZING: Project ID: v 07.14.15
a. Design Flow: �5o GPD TABLE IXa
B. Soil Loading Rate: 0.45 GPD/ft2 LOADING RATES fOR DETERMINING BOITOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
7Ye�tmeM Level C T►tatmeM Leval A,A•2,b,
C. Depth to Limiting Condition: 2.2 ft
D. Percent Land Slope: 9.0 % �r��"'�'> � �"�'�°10� ��� A"�� ��
cea�+�� c�'► R'�O
E. Design Media Loading Rate: 1.2 GPD/ft2 _ _
<01 1 1
F. Mound Absorption Ratio: 2.60 0„°s 1.2 1 1.6 �
o,�o s�n���o o.s 2 � �.s
Table 1 and�oa �i�e sa�d
MOUND CONTOUR LOADING RATES: 6�0'S o.�e �.s a �.s
Mwwrod ' Toxturo•dorivod
Concour 's'o 30 o.g z o.7a 2
P01'C RdtO � mOurd dbSOfptiOn rat ���� 31�o� 0.6 2.4 0.78 2
��: 46 to 60 0.46 2.8 0.8 2.B
s 60mpi 1.0. t.3.2.0.2.4.2.6 _12 s�to�zo . 5 0.3 5.3
, >�20 - - - •
61•120 mpi OR 5.0 _12
. "Systems with these values are not Type I systems.
: 120 mpi' ,5,p� _6. Contour Loading Rate (linear loading rate) is a
recommended value.
2. DISPERSAL MEDIA SIZING
A• Calculate Dispersal Bed Area: Design Flow= Design Media Loading Rate =ftZ
750 GPD : 1.2 GPD/ft2 = 625 ftZ
If a larger dispersat media area is desired, enter size: 630 ft2
B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet
C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate
10 ftZ X 1•2 GPD/ftz = 12.0 gal/ft Can not exceed Table 1
D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area : Bed Width = Bed Length
630 ftZ = 10.0 ft = 63.0 ft
3. ABSORPTION AREA SIZING
A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width
10.0 ft X 2.6 = 26.0 ft
6. For slopes >1%, the Absorption Width is measured downhill from the upslope edge of the Bed.
Calculate Downslope Absorption Width: Absorption Width - Bed Width
26.0 ft - 10.0 ft = 16.0 ft
4. DISTRIBUTION MEDIA: ROCK
A. Media Volume: Media Depth X Length X Width
0.50 ft X 63.0 ft X 10.0 ft= 315 ft3 = 27 = 12 yd3
5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW
A. Enter Dispersal Media:
B. Enter the Component: Length: ��ft Width:��ft Depth:�ft
C. Number of Components per Row= Bed Length divided by Component Length (Round up)
�� ft :- � ft= �components/row
D, Actual Bed Length = Number of Components/row X Component Length:
��components X ��ft = ��ft
E. Number of Rows=Bed Width divided by Component Width (Round up)
� ft= C� ft= � rows Adfust w�dth so this 1s an whole number.
F. Total Number of Components= Number of Components per Row X Number of Rows
�� X �� _ �components
6. MOUND SIZING
A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition =Clean Sand Lift
3.0 ft - 2.2 ft = 1.0 ft Design Sand Lift (optional): �ft
6. Calculate Upslope Height: Clean Sand Lift + media depth +cover(1 ft.) = Upslope Height
1.0 ft + 0.5 ft + 1.0 ft= 2.5 ft
C. Select Upslope Berm Multiplier (based on land slope): 3.57
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12
Upslope Berm 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21
Ratio 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70
D. Calculate Upslope Berm Width: Multiplier X Upslope Mound Height = Upslope Berm Width
3.57 ft X 2.5 ft = 9.0 ft
E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope + 100= Drop (ft)
10.0 ft X 9.0 % = 100= 0.90 ft
F. Calculate Downslope Mound Height: Upslope Height+ Drop in Elevation = Downslope Height
2.5 ft + 0.90 ft = 3.4 ft
G. Select Downslope Berm Multiplier (based on land slope): 6.25
land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12
Downslope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69
Berm Ratfo 4:1 4.00 4.17 4.35 4.54 4.76 5.� 5.26 5.56 5.88 6.25 6.67 7.14 7.69
H. Calculate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width
6.25 x 3.4 ft = 22.0 ft
I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width +4 feet
16.0 ft +r 4 -,ft = 20.0 ft
�__J
J. Design Downslope Berm =greater of 4H and 41: 22.0 ft
K. Select Endslope Berm Multiplier: 3.00 (usua!(y 3.0 or 4.0)
L. Calculate Endslope Berm X Downslope Mound Height = Endslope Berm Width
3.00 ft X 3.4 ft = 11.0 ft
M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width
9.0 ft + 10.0 ft + 22.0 ft = 41.0 ft
N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width
11.0 ft + 63.0 ft + 11.0 ft = 85.0 ft
7. MOUND DIMENSIONS
------Upslope (4.D�-----9.0------- ------- -
, �
, �
, �
� �
, �
� �
� � Dispersal Bed: (2.B x 2.C� '
� o Endslo e (4.L) v� Endslo e 4.L
� �
� :r �1.0 10.0 X 63.0 � 11.0;
3 � `° '
� a� �
� ,
� � � ,
c � ,
� � ,
� ` 22 0 '
, ,
, ,
,
� Downstope (4.J) �
� ------------------------------------- —------_ -
Totat Mound Len th (4.N 85.0
4" inspection pipe
18" cover on top 22 0
U slo e berm (4.D) Downslo e berm 4.J
9.0
12" cover on sides
(6" topsoil)
Clean sand lift (4.A) 1.0
_ C1E�1��`, tU �.I(1�iltlfli� (�.t�..t
"- ---_...__��_ _ _ 2.2
Limitino --.-_
, Conditiar� - -� - ..-._.
_ _..
. _ __
Absor tion Width (3.A) - ��� �- ------
Note: 26.0
For 0 to 1% slopes, Absorption Width is measured from the Bedequalty in both directions.
For slopes >1%, Absorption W�dth is measured downhilt from the upslope edge of the Bed.
Comments:
�-- OSTP Mound Materials Worksheet UNIVERSITY
Minnesota Pollution OP MiNNESOTA ��1���.
Control Agency 1.,
ProjectlD: v 07.14.15
A• Calculate Bed(rock)Volume:Bed Length (2.0 X Bed W�dth 2.6)X Depth =Volume ft
63.0 ft X 10.0 ft_ X 0.8 = 504.0 ft3
Divide ft'by 27 ft'/yd'to calculate cubic ards:
504.0 ft3 r 27 = 18.7 yd3
Add 20%for construcWbility: 18.7 yd3 X 1.2 = 22.4�yd3
B. Calculate Clecn Sand Volume:
Volume Under Rock bed:Averoge Sond Dep[h x Medio Width x Medio Length =cubic feet
1.5 ft X 10.0 ft X 63.0 ft = 945.0 ft;
For a Mound on a slope from 0-1%
Volume from Length-((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length)
ft -1) X X ft =
Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width)
ft -1) X X ft =
Toto!Clean Sand Volume: Vo(ume from Length+Volume from Width+yolume UnderMedia
ft; + ft; + ft3 = ft3
For a Mound on a slope reater than 1%
Upslope Vo(ume:((Upslope Mound Height - 1)x 3 x Bed Length)+2=cubic feet
(( 2.5 ft -1) X 3.0 ft X 63.0 )+2= 141.8 ft3
Downslope Volume:((Downslope Height- 1) x Downslope Absorption Width x Medio Length)+2=cubic feet
(( 3.4 ft-1) X 16.0 ft X 63.0 )+2- 1209,6 ft3
fnds(ope Volume:(Downslope Mound Height- 1) x 3 x Media Width =cubic feet
( 3.4 ft-1 ) X 3.0 ft X 10.0 ft = 72.0 ft3
Tota!Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media
141.8 ft' + 1209.6 ft' + 72.0 ft3 + 945.0 ft3� 2368.4 ft3
Divide ft'by 27 ft;/yd'to calculate cubic yards: 2368.4 ft3 ; 27 = 87.7 yd;
Add 20%for constructability: 87,7 3 _ ;
yd X 1.2 - 105.3 yd
C. Calculate Sandy Berm Volume:
Tota!Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Len th)+2=cubic feet
( 3.0 . 0.5 )ft X 41.0 ft X 85.0 )+2= 4269.1 ft3
Totc(Mound Volume-Clean Sond volume•Rock Volume=cubic jeet
4269.1 ft; - 2368.4 ft3 _ 504.0 ft3 = 1396.8 ft3
Divide ft3 by 27 ft'/yd'to calculate cubic yards: 1396.8 ft' � 27 = 51,7 yd3
Add 20%for constructability: 51.7 yd3 x 1.2 = 62.1 yd�
D. Calculate Topsoil Materfal Yolume:Totol Mound Width X Total Mound Length X.5 Jt
41.0 ft X 85.0 ft X 0.5 ft = 1742.5 ft3
Divide ft3 by 27 ft3/yd;to calculate cubic yards: 1742.5 ft3 = Z7 - bq,g Yds
Add 20%for constructability: 64.5 yd3 x 1.2 = 77.4 ;
yd
� OSTP Pressure Distribution -
MinnesotaPollution Desi n Worksheet UNIVERSITY �
Control A enc � OF MINNESOTA `�,,,�
Project ID: v 07.14.15
1. Media Bed Width: �� ft
2. Minimum Number of Laterals in system/zone = Rounded up number of [(Media Bed Width - 4) = 3] + 1.
( 10 - 4 ) + 1 = �laterals Does not apply to at-grades
3. Designer Selected Number of Laterals: C�laterals
Cannot be less than (ine 2 (accept in at-�rades) -
4. Select Perforation Spacing 3.0 ft � � � � � �� •••��T�w�- • __ �Y_ �
�.�I�vn��un��t�n�.rl�'n�rn�� I�)'o1��rM j�•
5. Select Perforation Diameter Size: 7/32 in _ ,. �„�..
- n.�w.,,.�,.,,.,,. �.,�.,,�.,,�,K,,. �,
6. Length of Laterols = Media Bed Length - 2 Feet.
63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge.
� Determine the Number of Perforation Spaces. Divide the Length of Latera(s by the Perforation Spacing
and round down to the nearest whole number.
Number of Perforation Spaces 61 ft : ��ft = 20 Spaces
Number of Perforations per Latera( is equal to 1.0 plus the Number of Perforation Spaces. Check table
8. below to verify the number of perforations per lateral guarantees less than a 10% discharge variation. The
value is double with a center manifold.
Perforations Per Latera( = 20 Spaces + 1 = 21 Perfs. Per Lateral
�n Mirnber of Fprfanbons Pet t�ter�l bo Guir�r�tee<10li Di�ciyrre V�ri�tian
/4 P on�ns 7/32 Inch Perforations
Perforation Sp�cing(Feet) �F)iarneter(lnches3 Perforation Spari� Pipe Oi�rneter(b►ct�e�sl
1 11i 1v� 1 3 fFeeti t 1K 1vt 2 3
2 10 13 1a 30 60 2 /1 16 21 34 6a
2� 8 12 16 16 54 2Yt 10 14 20 32 64
3 E i2 1a 25 52 3 9 14 f9 30 60
3/16 Mch Perforations t!8 Inch Perforatio�s
Perfontion Spxing IFertl �Di�rt�eter(Inches) Perforation Spicin9 Pipe Di�metef(Inches)
1 11i 1v� 1 3 IFeet) 1 11i t�t 1 3
2 12 ts 16 �6 aJ 2 21 33 M 7� 149
Z� �2 �� 24 �0 d0 2�i 20 30 41 69 135
3 12 16 22 37 15 3 20 29 38 M 12E
9• Total Number of Perforotions equals the Number of Perforations per Latera! multiplied by the Number of
Perforated Laterals.
21 Perf. Per Lat. X �3 �Number of Perf. Lat. = 63 Total Number of Pert.
10. Select Type of Manifo(d Connection (End or Center): 0 end ❑ center
11. Se(ect Latera( Diameter (See Toble): 2.00 in
�. OSTP Pressure Distribution
MinnesoW Pollution Design Worksheet UNIVERSITY
Controi p enc OF MINNESOTA `�,,,�
12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft� per perforation.
Does not app/y to At-Grades
a. Bed Area = Bed Width (ft) X Bed Length (ft)
10 ft X 63 ft = 630 ftZ
b. Squore Foot per Perforation = Bed Are4 divided by the Total Number of Perforattons.
630 ft2 = 63 perforations - 10.0 ftZ/perforations
13. Select Minimum Average Head: 1.0 ft
14. Select Perforation Discharge (GPM) based on Table: 0.56 GPM per Perforation
15. Determine required F(ow Rate by multiplying the Total Number of Perfs. by the Perforation Dischorge.
63 Perfs X 0.56 GPM per Perforation = 36 GPM
16. Volume of Liquid Per Foot of Distribution Piping (Toble 11): 0.170 Gallons/ft
17. Volume of Distribution Piping =
Table it
_ [Number of Perforated Laterals X Length of Laterals X (Volume of Volume of Liquid in
Liquid Per Foot of Distribution Piping] pipe
Pipe Liquid
�3 � X 61 ft X 0.170 gal/ft = 31.1 Gallons Diameter Per Foot
(inches) (Gallons)
18. Minimum Delivered Volume = Volume of Distribution Piping X 4 1 0.045
1.25 0.078
31.1 gals X 4 = 124.4 Gallons 1.5 0.110
2 0.170
man o pipe� 3 0.380
� 4 0.661
i
� �-Cleanouu -"- � - -
pipe from pump - '
,
.'
ICa�OUtS ; Manifold pipe�
♦ �
i �
i �
� �• � i
�
alternate location -"'--
of i e from um ,vumace bcadon
of pipe from pump
Pi irOm um
Comments/Special Design Considerations:
�.s. OSTP Basic Pump Selection Design
Minnesota Pollution Worksheet UNIVERSITY
Control A enc OF MINNESOTA '�-��L�"'
1. PUMP CAPACITY Project ID:
Pumping to Gravity or Pressure Distribution: Q crawry QQ Pressure Selection required
1. If pumping to gravity enter the gallon per minute of the pump: �GPM (10-45 Spm7
2. If pumping to a pressurized distribution system: 36.0 GPM
3. Enter pump description:
2. HEAD REQUIREMENT$ aomncot'e�sceysiy°e
.a •
A. Elevation Difference 14 ft �`��\8�"
between pump and point of dfscharge:
n�ec wve
B. Distribution Head Loss: ��ft ' _ en�°e':
C. Addittondl Hedd Loss: �ft ldue to spectalequipment�etc.) ------•----------------•----. ...-------....
Table I.Frlction Loss in Piastic Pipe per 100ft
Disttibution Head Loss
Gravlty Distrlbution = Oft
Flow Rate Pi Diameter(inches)
IGPM1 1 1.25 1.5 2
Pressure Distribution based on Minimum Average Head 10 9.1 3.1 1.3 0.3
Value on Pressure Distribution Worksheet: �2 �2,g 4.3 1.8 0.4
Mlnimum Avera e Head Distributlon Head Loss 14 17.0 5.7 2.4 0.6
1ft 5ft �6 2�,$ 7.3 3.0 0.7
2ft 6ft 18 9.1 3.8 0.9
5ft 1 Oft �p 11.1 4.6 1.1
25 16.8 6.9 1.7
D. 1.Supply Pipe Diameter: 2.0 in 30 23.5 9.7 2.4
35 12.9 3.2
2.Supply Pipe Length: 95 ft 4p 16.5 4.1
E. FHction Loss in Plastic Pipe per 100ft from Table I: 45 20.5 5.0
50 6.1
friction Loss= 3.32 ft per 100ft of pipe 55 7.3
60 8.6
p, Determine Equivnlent Pipe Length from pump discharge to soil dispersal area discharge 65 10.0
point. Estimate by adding 25%to supply pipe length for fitting loss. Suppl y Pipe Length �� ��.4
(D.2) X 1.25=Equivo(ent Pipe Length 7g 13.0
95 ft X 1.25 = 118.8 ft 85 16.4
95 20.1
G. Calculate Supp(y Friction Loss by multiplying Friction Loss Per f00ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100.
Supply Friction Loss=
3.32 ft per 100ft X 118.8 ft + 100 = 3.9 ft
H• Total Head requirement is the sum of the Elevation Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and
the Supply Friction Loss(Line G )
14.0 ft + 5.0 ft + ��ft + 3.9 ft = 22.9 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36.0 GPM(Line 1 or Line 2)with at least 22�9 feet of total head.
Comments:
Loqs of Soil Borinas
License#810
Location or Project: Lot 3, Bik 2
Borings made by: Rusty Olson's Soil and Perc testing 6/1/2014
Ciassification System: AASHO ; USDS•USDS,SCS X ; Unified ; Other
Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_
Boring Number_1_Surface elevation_974.1 Mottled Soil at 1.5 feet
0"-6" Dark brown loam 10yr4/2 H20 present at_X_
6"-18" Brown loam 10yr5/4
18"-26" Rusty brown loam 10yr5/4
Boring Number_2_Surface elevation_972.2 Mottled Soil at 1.5 feet
0"-6" Dark brown loam 10yr4/2 H20 present at_X
6"-18" Brown loam 10yr5/4
18"-26" Rusty brown loam 10yr5/4
Boring Number_,3_Surtace elevation_972.6 Mottled Soil at 2.1 feet
0"-8" Dark brown loam 10yr4/2 H20 present at_X
8"-26" Brown loam 10yr5/4
26"-32" Rusty brown loam 10yr5/4
Boring Number 4_Surface elevation_972.2 Mottled Soil at 2.1 feet
0"-8" Dark brown loam 10yr412 H20 present at_X
8"-26" Brown loam 10yr5/4
26"-32" Rusty brown loam 10yr5/4
Boring Number 5_Surtace elevation_972.4 Mottled Soil at 2.1 feet
0"-8" Dark brown loam.10yr4/2 H20 present at_X
8"-26" Brown loam 10yr5/4
26"-32" Rusty brown loam 10yr5/4
Boring Number 6_Surface elevation_974.0 Mottled Soil at 1.5 feet
0"-8" Dark brown loam 10yr3/2 H20 present at X_
8"-18" Brown loam 10yr4/4 —
18"-24" Rusty brown loam 10yr5/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Blk 2
Hole number: 1
Date hole was prepared 7/05/14
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soi�texture
0-6" Dark brown loam 10yr4/2
6"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filting 7/05/14 depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:52 2:07 6" 1.3 11.5
2:14 2:29 6" 1.2 12.5
2:30 2:45 6" 1.2 12.5
AVERAGE PERC. RATE 12.2 Mpl
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Blk 2
Hole number: 2
Date hole was prepared 7105/14
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-6" Dark brown loam 10yr4/2
6"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/05/14 depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:53 2:08 6" 1.3 11.5
2:13 2:28 6" 1.2 12.5
2:31 2:46 6" 1.2 12.5
AVERAGE PERC. RATE 12.2 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Bik 2
Hole number: 3
Date hole was prepared 7/05/14
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil te�ure
0-8" Dark brown loam 10yr4/2
8°-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/05/14 depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:54 2:09 6" 2.8 �.3
2:12 2:27 6" 2.7 �.5
2:32 2:47 6" 2.6 5.8
AVERAGE PERC. RATE 5.5 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Blk 2
Hote number: 4
Date hole was prepared 7/05/14
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
�-$" Dark brown loam 10yr4/2
8"-12" Brown loam 10yr4/4
Method of scratching side walt: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/OS/14 depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:55 2:10 6" 3.0 5.0
2:11 2:26 6" 3.0 5.0
2:33 2:48 6" 2.9 5.2
AVERAGE PERC. RATE 5.1 MPI
. . �'�'� l �� �� � ��c��� ���� ��
�o�� � .��� ��� GI�D Gt��'1�
, �R
�� `3� S
3� �'�� �� � ��� Jose h Olson D.B.A
p •
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License# 810
11481 Riverview Rd. NE, Hanover, MN 55341
T� (763) 498-8779 Fax (763) 498-8290
i
April 12, 2016 ��S�✓�� �j����-�%
Gonyea Homes ��
795 Lakeview Parkway I
Orono,Hennepin Count�!
---��
This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
Once tne house size, location and septic primary and future sites are chosen this design can be completed.
The periodically saturated soils were located at 18 inches(mottled soil). Due to the periodically saturated
soils, a pressurized mound system will need to be installed to treat the septic effluent. The bottom of the
treatment area must be located at least 3' above the saturated soils.
Due to limited space. The mound rock bed must be split into two 32 foot rock beds.
The absorption area of the proposed systems do not overlap.
This system is designed as a non- level pressurized trench system using gate valves to equalize the
pressure. Use 7/32 inch perforations on the laterals.
The soils at a depth of 12"have a percolation rate averaging 8.7 MPI.
All neighboring wells are located�reater than 100' away from proposed treatment area.
Two new !300 gallon septic tanks are to be installed.All tanks need to be insulated if there is less than two
feet of cover over the top of the tanks. Clean outs must be installed on the end of the laterals for
maintenance.
A 1300 gallon Darwin precast pumping chamber must 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
weatherproof enclosure. A warning device must be installed with light and sound devices;this is in case of
a pump failure. The manifold and supply line must have back drainage to the pump chamber.
Keep all heavy equipment off of the proposed treatment areas before,during and after construction
With proper instaliation and maintenance,this system should have no problem in treating septic effluent
effectively. Nothing other than bray water, (laundry, showers, etc.)Human water and toilet tissue should be
disposed of inco the septic tanks. Garbage disposals are not recommended.Additives must not be used;they
may cause harmful dama�e to your septic system. It is recommended that you pump tanks every two years.
Sincere!y, CITY OF ORONO
SF.PTIC P MIT PL R VIEW
,_ INSPF'CT R
DATF. �- ERMITNO. 20��3z8
Joseph 1. Olson � A PROVGD AS SL'A�tITTEb
IHIS SYSTEIVI!S DES1GNEp FflR O APPRO\'TD WITH CORRf•.CTIONS AS n'OTEd
.,;�.BEDROOMS. ANY tNCREASE IN 1VUM��, �t)T APPROVF.'p-CORRECT&REStiBMIT
OF 6EDROO�NS INYAUDATES TNIS OEStGJV.� `��ni�ent cerwuh ull ur,licable cn•tIC A!p(I Z nin,�l��doM
tn Pull com li�n pp p 6
kcquircmcnts inciuding items not spcciCicully notcd in this revicw.
KI:EP THIS PLAN SET Uh SITG AT ALL TI,41GS
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Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY
Control Agency OF MINNESOTA �ti
Property Owner/Client: Gonyea Homes Project ID:C�v 07.14.15
Site Address: Lot 3, Blk 2 Lakeview of orono Date:�
1. DESIGN FLOW AND TANKS
A. Design Flow: 750 Gatlons Per Day(GPD) Note: The estimated desiqn flow is considered a peok f(ow rate
including a safety foctor.For long term performance, the average
B. Sept;c Tanks: dai(y f(ow is recommended to be<60%of thls value.
Minimum Code Required Septic Tank Capacity: 2250 Gallons,in ��Tanks or Compartments
Recommended Septic Tank Capacity: 2250 Gallons,in ��Tanks or Compartments
Effluent Screen:�� Alarm:�
C. Ho(ding Tanks On(y:
Minimum Code Required Capacity:��Gallons,in �_�Tanks
Designer Recommended Capacity:�Gallons,in �Tanks
Type of High Level Alarm:
D. Pump Tank 1 Capacity(Code Minimum):�Gallons Pump Tank 2 Capacity(Code Minimum): ��Gallons
Pump Tonk 1 Capacity(Designer Rec): �Gallons Pump Tank 2 Capacity(Designer Rec): ��Gallons
Pump 1 36.0 GPM Total Head 28.9 ft Pump 2�GPM Total Head ��ft
Supply Pipe Dia, 2.00 in Dose Volume:��gal Supply Pipe Dia.�in Dose Volume:��gal
2. SYSTEM TYPE
� Trench Q Bed �Mound Q At-Grede
�G2vity DistribuGon QQ Pressure Distributlon-level Q pressure Dlstribudon-Unlevel
Q Drip Q Holding Tank Q Other �� *Selection Required Benchmark Elevation: sea level ft
Benchmark Location:
System Type
Type of Distribution Media:
�Type I ❑Type I I �Type I I I ❑Type I V ❑Type V ❑� Drainfield Rock ❑R¢gister�y Treatrnent Media:
3. SITE EVALUATION:
A. Depth to Limiting Layer: 18 in 1.5 ft B. Measured Land Slope%: 8.0 %
C. Elevation of Limiting Layer:� D. Soil Texture: Loam
E. Loc.of Restricive Etevation:� � F. Soil Hyd. Loading Rate: 0.45 GPD/ftZ
G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 8.7 MPI
I. Code Maximum Depth of System: Mound in Comments:
4. DESIGN SUMMARY
Trench Design Summary
Dispersat Area�ftZ Sidewalt Depth��in Trench Width��ft
Totat Lineal Feet��ft Number of Trenches� Code Maximum Trench Depth�in
Contour Loading Rate��ft Designers Max Trench Depth��in
Bed Design Summary
Absorption Area��ftZ Depth of sidewall�in Code Maximum Bed Depth�in
Bed Width��ft Bed Length��ft Designer's Max Bed Depth��in
Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY
Control Agency OF 1VjINNESOTA ��
Mound Design Summary
Absorption Bed Area 630.0 fYZ Bed Length 63.0 ft Bed Width 10.0 ft
Absorption Width 26.0 ft Clean Sand Lift 1_5 ft Berm Width (0-1%)��ft
Upslope Berm Width 9.0 ft Downslope Berm Width 22,p ft Endstope Berm Width 12.0 ft
TotalSystem Length g7,0 ft TotatSystem Width 41.0 ft Gontour Loading Rate 12.0 gal/ft
At-Grade Design Summary
Absorption Bed Width�ft Absorption Bed Lengthr_�ft System Height�ft
Contour Loading Rate��gal/ft Upstope Berm Width�ft Downslope Berm Width�ft
Endslope Berm Width��ft System Length�ft System Width�ft
Level 8 Equa(Pressure Distribution Summary
No.of Perforated Laterals�� Perforation Spacin8�ft Pertoration Diameter 7/32 in
Lateral Diameter 2.00 in Min. Delivered VolumeC0�8a1 Maximum Delivered Volume 188 gal
Non-Level and Unequal Pressure Distribution Summary
Elevation Pipe Volume Pipe Length Perforation Size
(ft) Pipe Size(in) (gal/ft) (ft) (in) Spacing(ft) Spacing(in)
laterall
Minimum Delivered Volume
Lateral 2 �gal
Lateral3 ;
Lateral 4
Maximum Delivered Volume
Late�al 5
Lateral6 ; �Sal
5. Additional�nfo for Type IV/Pretreatment Design
A. Ca(culate the organic(oading
1. Organic Looding to Pretreatment Unit =Design F(ow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000
gpd X ��mg/L X 8.35:1,000,000= ���bs BOD/day
2. Type of Pretreatment Unit Being Installed:
3. Calculate Soil TreQtment System Orgonic Loading: BOD concentrotion after pretreatment=Bottom Area =lbs/day/ftZ
mg/L X 8.35=1,000,000 : �ft2= C�lbs/day/ftZ
Comments/Special Design Considerations:
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson Atn 01/00/00
(Designer) (Signature) (License#) Date
( )
r_. OSTP Mound Design
UNIVERSITY
Minnesota Pollution �yorksheet > 1 % Slope OF MINNESOTA �r,,,
Control Agency
1. SYSTEM SIZING: Project ID: v 07.14.15
A. Design Flow: 750 GPD TABLE IXa
B. Soil Loading Rate: 0.45 GPD/ft2 LOADING RATES FOR DETERMINING BOITOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
7Yeatme�K Level C TreatmfM Level A,A•2,8,
C. Depth to Limitin�Condition: 1.5 ft
Percolatia�Rate Are��ns Nbund �� Abund
D. Percent Land Slope: 8.0 % �""P'> � ^��+ R.� �m��
fBPd/ft=) R°d° (�') R�tl°
E. Design Media Loading Rate: 1.2 GPD/ft2 _ _
<o, � �
F. Mound Absorption Ratio: 2.60 0,cos �,2 � �,6 �
01 to 5(f�ne sarxi 0.6 2 1 1.6
Tdble I and�oa t�ne sand
MOUND CONTOUR LOaDlNG RATES: 6�o�s o.rg �.6 � �.s
C��� 16 to 30 0.6 2 0.78 2
Maawred ' Tsxturc•dorivod
Porc Rats �R mow►d absorption rat' LO�� 3��o n5 o.s 2.a 0.7s 2
. ��: 46 to 60 0.46 2.8 0.6 2.6
s 6pmpi t.0, 1.3. 2.0.2.4.2.6 z i2 si co�20 . 5 0.3 6.3
, �1zo . . . .
61-120 mpi OR 5.0 _12
, "Systems with these values are not Type I systems.
: �zo mp�•� ,S,o• _6. Contour Loading Rate (linear loading rate)is a
recommended value.
2. DISPERSAL MEDIA SIZING
A. Catculate Dispersal Bed Area: Design Flow:- Design Media Loading Rate=ft2
� 750 GPD : 1.2 GPD/ftz = 625 ftZ
1,`a ;arger dispersal media area is desired, enter size: 630 ft2
B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet
C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate
i 10 ftz X 1•2 GPD/ftZ = 12.0 gat/ft Can not exceed Table 1
D. Calcutate Minimum Dispersal Bed Length: Dispersal Bed Area = Bed Width = Bed Length
� 030 ft2 = 10.0 ft = 63.0 ft
3. ABSORPTION AREA SIZING
A. Catcutate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width
90.0 ft X 2.6 = 26.0 ft
B. For slopes >1%, the Absorption Width is measured downhill from the upslope edge of the Bed.
Catculate Downslope Absorption Width: Absorption Width - Bed Width
26.0 ft - 10.0 ft = 16.0 ft
4. DISTRIBUTION MEDIA: ROCK
A. Media Volume: Media Depth X Length X Width
0.50 ft X 63.0 ft X 10.0 ft= 315 ft3 = 27 - �2 yd3
5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW
A. Enter Dispersal Media:
B. Enterthe Component: Length: �ft Width:�ft Depth:��ft
C. Number of Components per Row= Bed Length divided by Component Length (Round up)
� ft = �� ft= C�components/row
D. Actual Bed Length = Number of Components/row X Component Length:
�components X C�ft = �ft
E. Number of Rows = Bed Width divided by Component Width (Round up)
� ft : U ft= �� rows Adjust width so this is on whole number.
F. Total Number of Components= Number of Components per Row X Number of Rows
C� X � = C�components
6. MOUN�SIZING
A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition =Clean Sand Lift
3.0 ft - 1.5 ft = 1.5 ft Design Sand Lift (optional): ��ft
B. Calcutate Upslope Height: Clean Sand Lift + media depth +cover(1 ft.) = Upslope Height
+.5 ft + 0.5 ft + 1.0 ft= 3.0 ft
C. Select Upslope Berm Multiplier(based on land slope): 3.03
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12
Upslope 8erm 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21
Ratio 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70
D. Calculate Upslope Berm Width: Multiplier X Upslope Mound Height = Upslope Berm Width
3.03 ft X 3.0 ft = 9.0 ft
E. Calc�:late Drop in Elevation Under Bed: Bed Width X Land Slope= 100= Drop (ft)
10.0 ft X 8.0 � : 100= 0.80 ft
F. Calculate Downslope Mound Height: Upslope Height + Drop in Elevation = Downslope Height
3.0 ft + 0.80 ft = 3.8 ft
G. Select Downslope Berm Multiplier (based on tand slope): 5.79
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12
Downs�ope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69
Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69
H. Calcutate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width
5•79 x 3.8 ft = 22.0 ft
I. Calculate Minimum Berm to Cover Absorption Area: Downstope Absorption Width +4 feet
16.0 ft +� 4�ft = 20.0 ft
�-
J. Design Downslope Berm =greater of 4H and 41: 22.0 ft
K. Select Fndslope Berm Multiplier: 3.00 (usual(y 3.0 or 4.0)
L. Calculate Endslope Berm X Downslope Mound Height = Endslope Berm Width
3.00 ft X 3.8 ft = 12.0 ft
M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width
9.0 ft + 10.0 ft + 22.0 ft = 41.0 ft
N. Calculate Mound Length: Endstope Berm Width + Bed Length + Endslope Berm Width
12.0 ft + 63.0 ft + 12.0 ft = 87.0 ft
7. MOUND DIMENSIONS
– ------Upslope (4.D�-----9.0------- ------- - .
�' ,
,� ,
, �
,
� �
� �
� �
� o Endslo e (4.�� Dispersat Bed: {2.B x 2.C) � Endslo � 4.�
�
� `� �2'0 10.0 X 63.0 � 12.�
� � `a '
� �
� � �
� � � ,
� � ,
� f ,
� ', 22 0 ;
, ,
, ,
� Downstope (4.J)
� ------------------------------------ —-------
Total Mound Len th (4.N $�•�
4" inspection pipe
18" caver on top Z2 �
U sto e berm (4.D) Downsto e berm 4.J
9.0
12" cover on sides
(6" topsoil)
Clean sand lift (4.A) 1.5
De��tf� r�� Liir��iCin� �1,C� ��
_ _ __. __.. ---- 1.5
t.;niit�r,� C�����yitior, __- --- --
Absor tion Width {3.A) ' �� ��� ---- –^-------_–_-
Note: 26.0
For 0 to 1� stopes, Absorption Width is measured from the Bedequally in both directions.
For slopes >13�, Absorption Width is measured downhill from the upslope edge of the Bed.
Comments:
"` OSTP Mound Materials Worksheet UNIVERSITY ���'
Minnesota Pollution OF MINNESOTA �
Control Agency �,
Project ID: v 07.14.15
A. Calcutate Bed (rock)Vo(ume:Bed Length (2.0 X Bed Width 2.6)X Depth =Vo(ume ft3
63.0 ft X 10.0 ft X 0.8 = 504.0 ft3
Divide ft'by 27 ft3/yd;to calwlate cubic ards:
504.0 ft3 � 27 = 18.7 yd3
Add 20%for constructability: �g,7 yda X � 2 - r;Z 4 Yd3
�_ `
B. Calculate C(eon Sond Volume:
Volume Under Rock bed:Average Sond DepYh x Media Width x Media Length =cubic feet
1•9 ft X 10.0 ft X 63.0 ft = 1197.0 ft3
For a Mound on a slope from 0-1%
Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length)
�- ft 1) X X ��ft s
Volume from Width=((Upstope Mound Height•t)X Absorption Width Beyond Bed X Media Bed Width)
ft -1) X X ft m
Total Clean Sand Volume: Vo(um��+Volume from W�dth+Vo/ume Under Medin
ft' + ft' + ft3 = ft3
For a Mound on a slope greater than 1%
Upslope Volume:((Upslope Mound Heiqht - 1)x 3 x Bed Length)+2=cubic feet
(( 3•a ft -1) X 3.O ft X 63.0 )+2= 189.0 ft;
Downslope Votume: ((Downslope Height- 1) x Downslope Absorption Width x Media Length)+2=cubic feet
(( 3.8 ft•1) X 16.0 ft X 63.0 )+2- 1411.2 ft;
Endslope Volume: (Downslope Mound Height- 1) x 3 x Media Width =cubic feet
( 3.8 ft-1 ) X 3.0 ft X 10.0 ft = 84.0 ft3
Tota(Clean Sartd Vo(ume:Upslope Volume +Downslope Volume +Ends(ope Volume +Volume Under Medio
189.0 ft3 + 1411.2 pt' + 84.0 ft3 + 1197.0 ft3- 2881.2 3
ft
Divide ft3 by 27.'t'/yd3 to calculate cubic yards: 2881,2 ft3 � Z7 = �pb,� yda
Add 20%for constructability: 106,7 3 _ 3
yd X 1.2 - 128.1 yd
C. Calculate Sandy Berm Vo(ume:
Tota!Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)+2=cubic feet
( 3•4 - 0.5 )ft X 41.0 ft X 87.0 )*2= 5172.2 ft3
Tota(Mound Volume-Clean Sand volume-Rock Volume=cubic feet
5172.2 {t3 _ 2881.2 ft3 - 504.0 ft3 = 1787.0 ft;
Divide ft3 by 27 ft'/yd'to calculate cubic yards: 1787.0 ft3 � 27 = � 66.2 yd3
�__
Add 20%for constructability: 66.2 yd3 X �,2 = 79.4 3
yd
D. Calculate Topsoi!Moterial Volume:Total Mound Width X Tota/Mound Length X.5 ft
41.0 ft X 87.0 ft X 0.5 ft = 1783.5 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1783.5 ft; f 27 - (�.� yda
Add 20%for constructability: 66.1 yd3 x 1.2 = 79.3 3
yd
OSTP Pressure Distribution
Minnesota Poliution Desi n Worksheet uNIVERSITY
Control A ency � OF MINNESOTA �,,,�
ProjectlD: v 07.14.15
1. Media Bed Width: 10 ft
2. Minimum Number of Laterals in system/zone = Rounded up number of[(Media Bed Width - 4) : 3] + 1.
( 10 - 4 ) + � _ ��laterats Does not opply to at-grades
3. Designer Selected Number of Laterals: ��taterals
Cannot be less than (ine 2 (accept in at-Qrades) ��,w�,,,;N "
4. Select Perforotion Spacing 3.0 ft ;�:. . . - . ;�'°�:���.w.: .. --� .
Mi�wrw��
�:p,.�l..rn�wm�Pw�.l i'.Ywt 1'.)'M�Mk �' �_•
5. Select Perforation Diameter Size: 7/32 in - �-o,.�,
�„�a�„w..� ...�w��, . ��W,•
b. length of Laterols =Media Bed Length - 2 Feet.
63 - 2ft = 61 ft Perforation cQn not be c(oser then 1 foot from edge.
� Determine the Number of Perforation Spaces. Divide the Length of Laterols by the Perforation Spacing
and round down to the nearest whole number.
Number of PerforQtion Spoces 61 ft = ��ft = 20 Spaces
Number of Perforotions per Lotera( is equal to 1.0 plus the Number of Perforation Spaces. Check table
8. below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The
value is doubte with a center manifold.
Perforations Per Loteral = 20 Spaces + 1 = 21 Perfs. Per Lateral
Mazi�m N�xnber af Pprfarad�o�s Per t.�tetal 0o Guarirtee<f0li Di�e Yyi�tion
!.f P orabons 7/31 Md�Perforations
Perforation Spacmg IFeetl �Dian�eter Ckxhes) Perforadon Spacing Piqe Di�meter IMcF�es1
1 11t tve 2 3 (Feet) 1 11i 11h 2 3
2 10 13 ts 30 b0 2 14 16 21 34 6a
2� 8 t2 16 18 54 1�t 10 1� 10 32 64
3 8 t2 16 25 52 3 9 14 19 30 6d
3!f 6 ItKh Perforatia�ns 1/8 Inch Perforations
Perfontion Spac�ng IFeet) �Diart�eter(lnthes) Petforation Spxing Pipe Di�meter(Intl�es!
t 11� 11h 2 3 IFeet) 1 11i 11h 2 3
1 t2 1E 26 �46 a1 2 21 33 M 7� t49
2� a1 �� Z4 �0 d0 2�t 20 30 41 69 135
3 12 f6 21 37 75 3 Zp ty 3d 64 12E
9• Tota(Number of Perforations equals the Number of Perforations per Latera! multiplied by the Number of
Perforated Loterals.
21 Perf. Per Lat. X �Number of Perf. Lat. = 63 Total Number of Perf.
10. Select Type of Manifold Connection (End or Center): � End ❑ Center
11. Select Latera( Diameter (See Table): 2.00 in
OSTP Pressure Distribution
Minnesota Pollution ' UNIVERSITY �
Control Agency Des�gn Worksheet OF MINNESOTA y,,,�
12. Calculate the SquQre Feet per Perforation. Recommended value is 4-11 ft1 per perforatfon.
Does not appl y to At-Grades
a. Bed Area = Bed Width (ft) X Bed Length (ft)
10 ft X 63 ft = 630 ftZ
b. Squcrre Foor per Perforation = Bed Area divided by the Total Number of Perforations.
630 ftz - 63 perforations = 10.0 ftz/perforations
13. Select Minimum Average Head: 1.0 ft
14. Select Perforation DischQrge (GPM) based on Table: 0.56 GPM per Perforation
15. Determine required F(ow Rate by multiplying the Toto(Number of Perfs. by the Perforation Discharge.
63 Perfs X 0.56 GPM per Perforation = 36 GPM
1 b. Vo(ume of Liquid Per Foot of Distribution Piping (Tab(e ll): 0.170 Gallons/ft
17. Vo(ume of Distribution Piping =
T�le it
_ [Number of Perforated Latero(s X Length of LaterQ(s X (Volume of Volume of Liquid in
Liquid Per Foot of Distribution Piping] � pipe
Pipe Liquid
�_� X 61 ft X 0.170 gal/ft = 31.1 Gallons Diameter Per Faot
(inches� (Galtons)
18. Minimum Delivered Votume = Volume of Distribution Piping X 4 1 0.045
1.25 0.078
31.1 gals X 4 = 124.4 Gallons 1.5 0.110
2 0.170
mam o pipe` 3 0.380
i
� 4 0.661
� -Cleanouts ----- -
pipe from pump '
.
.'
.
.
lean outs �
i Manifold pipe�`
♦ '
�
� r• f �
.
alternate location --"---
of i e from um �Aitemate location
of pipe fram pump
�i e(rom m
Comments/Special Design Considerations:
OSTP Basic Pump Setection Design
Minnesota Pollution Worksheet UNIVERSITY
Control Agency OF MINNESOTA �1,.�"
t. PUMP CAPACITY Project ID:
Pumping to Gravity or Pressure Distribution: Q Graviry QQ Pressure Selection requlred
1. If pumping to gravity enter the gallon per minute of the pump: ��GPM (f0-45 3P►n)
2. If pumping to a pressurized distribution system: 36.0 GPM
3. Enter pump description:
2. HEAD RE UIREMENTS s `
Q point of discMrye
� .
A. Elevation Difference 20 ft
between pump and point of discharge:
S�H K�
���� Elwatlon%�•
B. Distnbution Head Loss: �ft -- . - a�nenn�e
C. Additional Head Loss: ��ft(due to special equipment,eu.) ----------------------------- -------------•
Tabie I.Friction Loss in Plastic Pi r 100ft
Distribution Head Loss
Gravity Distribution = Oft FIOw Rdte P� Diameter Iinches►
(GPM) i 1.25 1.5 2
Pressure Distribution based on Minimum Average Head 10 9.1 3.1 1.3 0.3
Value on Pressure Distribution Worksheet: �2 �Z,g 4.3 1.8 0.4
Minimum Avera e Head Distribution Head L.oss �4 17.0 5.7 2.4 0.6
ift 5ft �6 Z�,g 7.3 3.0 0.7
2ft 6ft 18 9.1 3.8 0.9
5ft 10ft 20 ��,� 4.6 1.1
25 16.8 6.9 1.7
D. 1. Supply Pipe Diameter; 2.0 in 30 23.5 9.7 2.4
35 12.9 3.2
2.Supply Pipe Length: 95 ft qQ 16.5 4.1
E. Friction Loss in F[astic Pipe per 100ft from Table I: 45 20.5 5.0
50 6.1
Friction Loss= 3.32 ft per 100ft of pipe 55 7.3
60 8.6
F, Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge 65 10.0
point. Estimate oy adding 25%to supply pipe length for fitting loss. Suppty Pipe Length �� 11.4
(D.2) X 1.25=Epuiva(ent Pipe Length 75 13.0
95 ft X 1.25 = 118.8 ft 85 16.4
95 20.1
G. Calculate Supp(y Friction loss by multiplying Friction Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100.
Supply Fnction Loss=
3.32 �ft per 100ft X 118.8 ft + 100 = 3.9 ft
H• Toto!Heod requirement is the sum of the Elevation Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and
the Supply Fnction Loss(Line G )
20.0 jft + 5.0 ft + �ft + 3.9 ft = 28.9 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36.� GPM(Line 1 or Line 2)with at least 28�9 feet of total head.
Comments:
Loqs of Soil Borinqs
License #810
Location or Project: Lot 3, Bik 2
Borings made by: Rusty Olson's Soil and Perc testing 6/1/2014
Ctassification System: AASHO ; USDS•USDS�CS X ; Unified ; Other
Auger used (check two): Hand_X_, or Power_, Flight, Bucket or Probe_X_
Boring Number_1_Surface elevation_974.1 Mottled Soil at 1.5 feet
0"-6" Dark brown loam 10yr4/2 H20 present at_X_
6"-18" Brown loam 10yr5/4
18"-26" Rusty brown loam 10yr5/4
Boring Number_2_Surface elevation_972.2 Mottled Soil at 1.5 feet
0"-6" Dark brown loam 10yr4/2 H20 present at_X
6"-18" Brown loam 1 dyr5/4
18"-26" Rusty brown loam 10yr5/4
Boring Number_3_Surface elevation_972.6 Mottled Soil at 2.1 feet
0"-8" Dark brown loam 10yr4/2 H20 present at_X
8"-26" Brown loam 10yr5/4
26"-32" Rusty brown loam 10yr5/4
Boring Number_4_Surface elevation_972.2 Mottled Soil at 2.1 feet
0"-8" Dark brown loam 10yr4/2 H20 present at_X
8"-26" Brown loam 10yr5/4
26"-32" Rusty brown loam 10yr5/4
Boring Number 5_Surface elevation_972.4 Mottled Soil at 2.1 feet
0"-8" Dark brown �oam 10yr4/2 H20 present at_X
8"-26" �rown ioam �OyrS/4
26"-32" Rusfy �rown foam 10yr5/4
Boring Numbe�_6_Surface elevation_974.0 Mottled Soil at 1.5 feet
0"-8° Dark f�ro�E.v;� ioam 10yr3J2 H20 present at_X_
8"-18" Brown Icam 10yr4/4
18"-24" Rusty brown loam 10yr5/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Oison's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Blk 2
Hole number: 1
Date hole was prepared 7/05/14
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-6" Dark brown loam 10yr412
6"-12" Brown toam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/05/14 depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:52 2:07 6" 1.3 11.5
2:14 2:29 6" 1.2 12.5
2:30 2:45 6" 1.2 12.5
AVERAGE PERC. RATE 12.2 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Blk 2
Hole number: 2
Date hole was prepared 7/OS/14
Depth of hole bottom�12"_inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches Soil texture
0-6" Dark brown loam 10yr4/2
6"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/OS/14 depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:53 2:08 6" 1.3 11.5
2:13 2:28 6" 1.2 12.5
2:31 2:46 6" 1.2 12.5
AVERAGE PERC. RATE 12.2 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Blk 2
Hole number: 3
Date hole was prepared 7/05/14
Depth of hole bottom_12"_inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches Soil texture
0-8" Dark brown loam 10yr4/2
8"-�2" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/05J14 depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:54 2:09 6" 2.8 5.3
2:12 2:27 6" 2.7 �.5
2:32 2:47 6° 2.6 5.8
AVERAGE PERC. RATE 5.5 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:20 P.M. On 7/06/14
Location: Lot 3, Bik 2
Hole number: 4
Date hole was prepared 7/05/14
Depth of hole bottom_12"_inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches Soil texture
0-$" Dark brown loam 10yr4/2
8"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/05/14 depth of initial water�Iling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:55 2:10 6" 3.0 5.0
2:11 2:26 6" 3.0 5.0
2:33 2:48 6" 2.9 5.2
AVERAGE PERC. RATE 5.1 MPI
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE SCHEDULED / �
PERMIT NO. COMPLETED
ADDRESS 7�1� l�a��eUre� a�`_ WaX
OWNER TELEPHONE NO.
CONTRACTOR
� DESCRIPTION �C,��S v {�'��`�G r��h
4~j ❑ FOOTING ❑ DEMO-FINAL - ❑ SEPTIC FINAL
Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING
Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL
Z ❑ RADON SLAB ❑ MECHANICAL RI SITE INSPECTION
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS
� ❑ INSULATION ❑ WOOD BURNER/FIREPLAC ❑ COMPLAINT
Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
41 ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL
v ❑ DEMO-SITE ❑ SEPTIC INSTALL ❑ FOUNDATION/REMOVAL
Z OWNERICONTRACTOR TO MEET YiOU:_YES_NO
y COMMENTS:
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� � ��
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W
�
Q
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W ❑VYORK SATISFACTORY:PROCEED ❑PROJECT COMPLEfE
� ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY
0 ❑CORRECT WORK CALL FOR REtNSPECTION TEMPORARY
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INSPECTOR 1MLL RETURN
❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED
❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
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Inspector:
Whits Copyllnspecto�'s File Canary CopylSite Notiee
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DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE SCHEDULED _��
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ADDRESS � � � I (� J D l� j �c.� LI.t�U
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ll1 ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL�I�
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Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL
Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS
� ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT
Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
_ ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL
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INSPECTOR WILL RETURN ❑CITATION ISSUED
❑STOP ORDER POSTED.CALL INSPECTOR
❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call forthe next inspection 24 hours in advance. (952) 249-46��
OwnerlContra r on site:
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Inspector.
White Copyilnspector's File Canary CopylSfte Notice
�~� �c � ✓ � '�Z'
DATE `TIME
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PERMIT NO. ` 5��'��?� COMPLEfED ' � �
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CONTRACTOR - s�'�'�
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ll� ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL
Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRA�ING/FILLING
y ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL
Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS
� ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT
Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
�4 ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL
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V BEFORE CWERING PERMANENT
❑CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN
INSPECTOR WILL REfURN
❑STOP ORDER POSTED.CALI INSPECTOR �CITATION ISSUED
❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Ca11 forthe next inspection 24 hours in advance. (952� 249-46�0
OwnerlContra r on site:
Inspector
White Copyflnspector's File Canary CopylSite Notice
✓
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOT ,, SCHEDULED
PERMIT NO. l ' U�5 COMPLETED 7 ? l �
ADDRESS 7�5� ���C v���cfi �n,�wqX
OWNER TELEPHONE NO.
CONTRACTOR
� DESCRIPTION
l� ❑ FOOTING ❑ DEMO-FINAL �SEPTIC FINAL
Q ❑ POURED WALL ❑ PLUMBING RI / �J EXCAV/GRADING/FILLING
Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL
Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS
� ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT
Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL
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BEFORE COVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pHOTO TAKEN
INSPECTOR WILL REfURN ❑CITATION ISSUED
❑STOP ORDER POSTED.CALL INSPECTOR
❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Ca11 for the next inspection 24 hours in advance. (952� 249-46��
OwnerlContrac n site:
Inspector.
White Copyllnspector's Ffle Canary CopylSite Notiee
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION��C� ����$ SCHEDULED
PERMIT NO. �S COMPLETED � l6 �
ADDRESS / W
OWNER TELEPHONE NO.
CONTRACTOR
� DESCRIPTION
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Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING
O ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL
Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS
� ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT
Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL
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V BEFORE CdVERING PERMANENT
❑CORRECTUNSAFECONDITIONWffHIN HOURS. p pHOTOTAKEN
INSPECTOR YVILL RETURN
❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED
❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Ca8 for the next inspection 24 hours in advance. (952) 249-4600
OwnerlCor�tra on site:
Inspector: �
Vyhite Copydnspector'a FIN Cenary CopylSke Notlee
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2-o l — 0 3 28
,.kts.0.4 City of Orono Septic Asbuilt Form
Address 7 yGG4,. We e c,1 Pfr+r-kfiLt Building Use � f t
Installer A s t- Svc-5 License # L 6 Yd Date S • z 0 r 6.
Septic Tanks /3 60 / ( 3 op /moo Pump Tank /360
System Type 14I ❑II ❑III 0 Mound 0 Trenches 0 Pressure Bed 0 Other
Draw detailed diagram with measurements indicating distances to tank risers using 2 points from a permanent
structure. Show location of drop boxes and length of trenches.
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