HomeMy WebLinkAbout2015-0554 - septic replaacement �'� .� . ! CITY OF ORONO * 2 0 1 5 - 0 0 5 5 4 *
2750 KELLEY PARKWAY DATE ISSUED: 05/27/2015
ORONO, MN 55356-
952 49-4600 FAX: 952 249-4616
ADDRESS : 1100 PINE VIEW'DR
PIN : 28-118-23-42-OO�b
LEGAL DESC : PINE VIEW
: LOT 4 BLOC� 1
PERMIT TYPE : SEPTIC
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : NEW OR REPLA'CEMENT(SEPTIC SYSTEM)
ACTIVITY : MOLTND SYSTEM-SEPTIC
APPLICANT SEPTIC NEW OR REPLACEMENT 400.00
STATE SURCHARGE SEPTIC 5.00
HAYES&SONS EXC.INC. ' TOTAL 405.00
263 82ND STREET S.E. Payment(s)
MONTROSE,MN 55303- CREDIT CARD 5293 405.00
(763)479-1762
Minnesota State License#:sept-L640
OW1vER
WIGGINS,JASON&AMANDA
410 N 2ND ST
UNIT 449
MINNEAPOLIS,MN 55401-
AGREEMENT AND SWORN STATEM�NT
The work for which this permit is issued shall be performed aCcording to
the approved plans and specifications,applicable Ciry approv�ls,and the
State Building Code. This permit is for only the work described and dces
not grant permission for additional or related work which req�►ires sepazate
permits. All provisions of laws and ordinances governing thiS type of work
shall be compied with whether or not specified herein.'fhis pbrmit will
expire and become null and void if construction suthorized 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 ha9 commenced.
The applicant is responsible for assuring all required inspections aze
requested in conformance with the State Building Code.This�permit may be
revoked at any tim r due cause.
�_��/S'- �',�� S
Ap 'cant e i e Signature Date Issu y Signature Date
-i t i
�°�o S�PTIC SYSTEM APPROVAL
y� G�` Street Addr�ss: Mailing Address: Telephone: (952)249-4600
t,� � 2750 Kelleyl Parkway PO Box 66 Fax: (952)249-4616
kESH�� Orono, MN 'S5356 Crystal Bay, MN 55323 www.ci.orono.mn.us
Address: `� 0 O p���' V t w �J t, Home Phone:
Owner: e��,,r� Work Phone:
Site Evaluator: u s � m State License# ���
Site Evaluator Phone Number: 7G�- �TQ-- $7ZQ
Garbage Disposal? Yes � Mumber of bedrooms: � Est. gallons per day: ��
Water meter required? Yes I�-� �otes:
TYPE OF TREATMENT SYSTE I
�adesys�em: �(D-v� Gravity trenches system:
Pressurized trench system: Gravity trenches with lift:
Pressurized bed system: Holding tank with alarm:
Number of tanks: 5eptic Tank Sizes: 1 - �Z�D,
Lift tank size: � G Pump brand: � GPM: �q Head: �€�
TREATMENT SYSTEM
�
Minimum: �,�D square feet with��inches of rock below pipe
I�ype of covering: Fabric: ✓ Other:
SEPTIC HISTORY
Compliance Report attached? YES None
City as-built on file attached? YES No, explain
SITE EVALUATION
YES NO N/A
Soils borin s. , .
At least three soil borings shal be completed for each new drainfield site designed. Each soil boring must be
located within the drainfield site or within close proximity along similar contours such that similar soil conditions are
likel .
For additions to an ISTS,at I��st one soil borin shall be made in the ex ansion area.
Percolation.tests _
At least two percolation tests slhall be completed for each new drainfield site designed. Each percolation test must
be located within the drainfield site or within close proximity along similar contours such that similar soil conditions
are likel .
For addi6ons to existin ISTSs,at least one ercolation test shall be com leted in the e ansion area.
Plot Plan. A scale drawin of the entire lot shoyri the followin :
All ro e lines and lot dim� sions
/' All e�ustin and ro osed stru ures
All existin or ro osed well lo�ations or water su I i in
Relative elevations of house,I t comers and drainfield areas
Slo e of round at drainfield s es b contour lines or direction arrows and slo e ercenta es
Location of all percolation test holes and soil borings with identifying symbols and relative ground elevations of
each
Prima and altemate drainfield areas identified
Distance from primary and aft mate drainfield areas to property lines,well locations and any lake,stream,march
or draina e channel within 7$ f an art of the se tic s stem.
w:lseptic\septic system approval revised 2-2015.docx'�
Page 1 of 2
r �-
City of Orono Septic System Approval
ISTS DESIGN
YES O NA
ISTS design specifications shall include proposed flows or other sizing information,minimum sewage tank
capacity,minimum soil treatment area requirements,a plan of the component layout and all other information
necessary to assure the City that the ISTS is designed and will be constructed to receive,treat and dispose of all
of the sewa e from the buildin served.
Setbacks
Feature Sewa Tank feet Soil Treatment Area feet
Dee well 50 50
WeUand 50 50
General Develo ment Lake 75 75
Recreational Develo ment Lake 75 75
Natural Environment ake 150 150
Tributaries/Streams 75 75
Drivewa s,sidewalks,decks and other hardcover 10 10
Pro ert lines,buildin s and buried i es 10 20
�^ Lawn s rinkler s stems 10 10
Sewa Tanks.
Number of Bedrooms Tanks Liquid Ca acities gallons
4 or less 1,000+ 1,000 r ardless of arba e dis osal use
5 or 6 1,250+ 1,000 re ardless of arba e dis osal use
7,8 or 9 1,500+ 1,500 re ardless of arba e dis osal use
10 or more Sewa e tanks shall be sized as other establishments er MN Rules 7080.
Pum in Stations.
In order to standardize installation and electrical connection methods,the following pumping station requirements
must be met in addition to MN Rules cha ter 7080
Electrical connection:
/ A waterti ht,lockable electrical box must be mounted on a four-inch b four-inch treated redwood or cedar st.
� All electrical connections shall be made within the box. Pump connection must not be made using a direct line
lu -in onl . Wire ent to the electrical box shall be sealed with a waterti ht material such as foam or u .
Alarm and um floats shall be on se arate electrical circuits.
Electrical wire from the power supply must not run over any tanks and must be laid beside the tanks and placed in
� conduit alon the electrical ost.
Electrical cords from the pump and floats must be run through a two-inch PVC(or equivalent)conduit(schedule
80)with a one-inch gap between the conduit and the electrical box. Electrical cords must not run through or under
� the manhole cover. Wires must not have round contact.
Pum in' `Chamber:
Pressure pipe exiting the pumping chamber must be laid on a uniform slope up to the soil treatment area for
proper drain back. The pressure pipe must be sleeved and i�side a larger diameter pipe for additional support if
� spanning ground that has been excavated. If the pipe at the tank must be lower than union to get elevation for
drain back,a one- uarter inch wee hole must be used.
When soil depths above the pressure distribution pipe is less than 3%Z feet,insulation must be added to achieve
/ an insulating factor equal to 3'/z feet of soil to decrease the potential for freezing(Styrofoam or concentric piping
� are acceptable methods). Piping under hardcover,such as tennis courts or driveways shall be insulated pipe or
e uivalent.
A reserve capacity equaling 75%of the anticipated daily flow must be allowed into the pumping chamber between
the alarm activation level and the um tank inlet.
Protection of d��infield ar.ea.
� Proposed drainfield areas shall be identified and marked off on the lot at the time of the site evaluation and prior to
any construction or grading occurring in the area. The drainfield area shall remain undisturt�ed until drainfield
construction is commenced. No vehicular traffic shall be allowed in the drainfield area either before or after
d 'nfield installation.
ACCEPTED DENIED by the Metro West on behalf of the City of Orono subject to existing regulations and the
following condition :
�e C m ..�.,d•�. A- �LK r•- �c �'+v �s g---- o-s�..�
Inspe ons required: / �J /
1. �vL(S f So, f Va✓� {��A�i7��,po� 5.
2. o�.ce ... . 6.
3. �'� .� �v�.k ��0.,,or. 7.
4. (- v t ! K+- �� ts��'� 8.
�r rf / [
B�y���� Printed Name: dC,�LE� /L� `1�13w Date: vri
w:\septic�septic system approval revised 2-2015.docx
Page 2 of 2
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' � +�
��-+��� City of Orono FOR CITY USE ONLY
� P.O. Box 66 �
2750 Kelley Parkway Date Received: s � �S Permit# ���"�
Crystal Bay, MN 55323
(952)249-4600 Amount: $
y� �
CL
��kESNt"l��
CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION
(All permits must be approved by the On-Site Septic Manager and/or Building Official)
Job Site / Owner Inform�tion:
Site Address:_�� ('�f; �i��-� �.l'� z�� � 1�-
Owner: �oYc.Qo� ��v�S Mailing Address:
City: Zip:
Home Phone: Alternate Phone:
Gontractor/Applicant Information:
Contractor/A .: / "4 �s �5�"`�5 �"�
pp � '� Contact Person: �
Address: �-� � �Z �S� $'� State License #: �— � 't�
City: �°�'�`'�`t� Zip: �S� � � Expiration Date: / Z /S
c.� ��
Phone: �(� � '' y7 �t � �76 Z-- �e�rta�e Phone: ��2- � �fS y�
TYPES OF OCCUPANCY
Residential ❑ Commercial ❑ Other
PERMIT TYPE AND FEES
New or Replacement System $400.00 �U �
Repair Existing System 100.00
(Tanks or Drainfield)
State Surcharge 5.00 5.00
�
Tota I $ �/�'�.� �
1 /2
T �
� ''
� ��. x,� ,r � .. ��r s�p ;r m e� ..�§` � �1�� ' �� x �` a�
� �4 s . .g �' .�� 8 � s � � �t�e��3 ����� '73��.:
#
�
"+...� � � ��� �ti.�a � �� .� :��F �s L 5 �, �' � p
��,'�f�` ��f��l��M�� ���`., # 1 .�
I will be instaliing the following�:!
T s
Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other
(list manufacturer)
Number of Tanks: �
Size of Tanks: �vV �
I
Treatment System �'�
Trenches '' s.f.
� Mound ���� s.f.
Gravel less s.f.
Chamber s.f.
NOTE: The contractor is nequired to provide an As-Built of the system before the
final inspection.
The undersigned hereby applie� 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 andl correct.
Signature of Applicant Date: S� � � � �
MPCA License No.: �--; �P �
Staff Review: ❑ Accept ❑ Denied
Reviewer: Date:
Reason for Denial:
Comments (to be printed on ins�pection card):
I� 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 WVITH 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 b� required for all septic systems:
A. Tank installation prior to cov�ering.
B. Drainfield trench installatior� 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 NOTIQE IS REQUIRED FOR ALL INSPECTIONS.
3 /2
. ` r • ti
Joseph Olson D.B.A.
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License # 810
11481 Riverview Rd. NE, Hanover,MN 55341
(763) 498-8779 Faz(7b3) 498-8290
�
January 13,2015
Gordon James Construction ''
1100 Pine View Drive �''�,,,
Orono,Hennepin County �°
� <�.
This on-site Sewage Treatment System is designed for a Type"-1 four-be�o home in accordance with the
Minnesota Pollution Control Agency Chapter 7080 and local ordinances.;�
Y. �
The periodically saturated soils were tocated at 18-30 inches(mott(ed s � .D� .o e periodically
saturated soils,a pressurized mound system will need to be installed to �e e ` ti ffluent.The bottom
of the treatment area must be located at least 3' above the saturated soils. ° ��:;y=_. �
��l '.�
All neighboring wells are greater than ]00' from proposed treatment areas.
�„ �
Two 1250 gallon septic tanks need to be installed.
The supply line must be insulated and sleeved under the driveway.
All new tanks need to be insulated if there is less than two feet of cover over the top of the ta
outs must be installed on the end of the laterals for maintenance.
Use 7/32 inch erforations on the laterals. �f°`
P
A 1250 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.A flow measurement device must be installed. Including but not limited to a water meter,event
counter,running time clocks or electronically controlled dosing.
Nothin�other than grav water (laundrv 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• thev mav cause harmful dama�e to vour septic svstem.It is recommended that vou pump the
septic tanks every two vears for two septic tanks.
S incere ly, '�..�._n�n_o-,,_•-....___„�,._
� ��"`� �� 0 D,� .�
_ _ , -�---�----�.--.� �_��_____�__�
���dte �iy/
Joseph J. Olson P —�"'--� ---.._�._.�._._____
;
� ������������t,.�
....y. ,,,�-r.�`_ -.���._._.__�.
I���� �:�a�� ��►ni��i�r���
9 j
I •� �
Joseph Olson D.B.A. �� '�'
. �.
Rusty Olson's--Soil and Per,.�olation Testing ��`��
Joseph J. Olson--MPCA Liy��,e� 10
11481 Riverview Rd. NE,Ha ver,il+��a -'s.�41 ��
(763)498-8779 Fax(7 ���-82�0 �� � �C�,�.�
�.- qiy L'�.
� l . ��, p
�
January 13,2015 �cS� d�� ?�1�f'
Gordon James Construction ��
1100 Pine View Drive � �
Orono,Hennepin County �€ � �
��, ~� �
This on-site Sewage Treatment System is designed for a e �f�b V�in`'accordanc�the
Minnesota Pollution Control Agency Chapter 7080 and loca o na �s� ''� '
�
-.�
The periodically saturated soils were located at 18-30 inches(mottled so�1�_ � 'odically
saturated soils,,�ressurized mound system will need to e installed to trea e��e ent. The bottom
of the treatment area must be located at least 3' above the saturated soils. `���a
.,.--� ��'3��►
All neighboring wells are greater than 100' from proposed treatment areas. �"�
Two 1250 gallon septic tanks need to be installed.
The sup l�y line must be insulated and sleeved under the driveway. _
All new 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.
se 7/32'inch perforations on the laterals.
/��
A 1250 gallon pum�g chamber will need to be installed to lift the effluent to the treatment area. The
� power supp y 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. A flow'fneasurement device must e insta e . c uding but ot limited to a water meter,event 1,
counter,running time clocks or electronically controlled dosing. `� s�� �., � �°'•>.. �r� f.' ,F���'y`"`�'
� , �� ���,�-=,;��. 7
i�}j:1� -1%i �.G �� Ji,:' �..f i �i'Y�^"'$.
/
Nothing other than grav water,(laundrv showers etc)Human water and toitet tissue shou(d be
dis osed of into the se tic tanks.Garba e dis osals are not recommended.Additives must not be
used; thev mav cause harmful damage o vour seu ic svstem It is recommended that vou numa the
septic tanks everv two vears for two septic tanks. � / //�
/ G. �i/1.;.�t /r/ � ��
Sincerely, �,J. � %j y j�� ` � i '��., i I�,�.� � ��' / �.' _ � � ��a.L�
,• J e�—
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- OSTP Des��n Summa Worksheet UNIVERSITY w':� ��
Minnesota Pollution � OF MINNESOTA � ��� "'"�
Control Agency ��.���
�operty owneric�ient: Gorden James nstruction Project ID:� ���'�'�
Site Address: 1100 Pine View Drive(S te A)
1. AVERAGE DESIGN FLOW:
A. Desiqn F(ow: 60� Gdllons Per D (GPD) Note: The esttmated destgn Jlow is mraidered a pevk jlow rote ir►ciuding n sofety
fnctor.For tong tertn performante,the average daily j/ow is recommended to be<
B. Septic Tank capacity: 2250 Gatlons 6o%of this rolue.
�, Number of Septic Tnnks or Compartments: �� Effluent Screen&Alarm? NO
Type of Soa Treahr�+nt ad Dfspersal Area* I Type of Dstri6ution•
Q Trencha p Bed �Mound Q At de O�v�,��n QQ Pressure Distr�utlon-I.evd Q Pressue Da6ibution-Unkvel
O o�D�. Q r�dd�,y Tar�O
*Selection Required Benchmark Elev= 1014.8 ft
System Typs Benchmark Location: spike in power pole
�Type I Q Type II ❑Type III i�Type IV ❑Type V TYPe of Distribution Media:
Rock
D. Pump Tank 1 Capacity: �Gallons Pump Tonk 2 Caparity: �Gallons
2. SITE EVAIUATION:
A. Depth to Limtting Layer: 28 'nches 2.3 ft Elevation @ location of Limiting Layer: 1013.7 ft
B. Measured Percent Lnnd Slope: 4�0 % 0.0 Locatbn: ShOUldef
C. Soit Texture: LOdm Perc Rate• ��MPI
D. Soil Hydraulic Loading Rate: 0. 0 GPD/ftZ E.Coniour Loading Rate 12.0 Galfft
3. DESIGN SUMMARY
Trench Design Summary
Dispersal Area �ft2 Sidewall Depth �in Trench Width �;n
Total Lineat Feet �ft ' Number of Trenches �� Maximum Trench Depth �in
Designers Max Trench Depth in
Bed Design Summary
Absorption Area �ftz Media Below Pipe ��in Bed Length ��ft
Bed Width �ft Mdximum Bed Depth �9n Designers Max Bed Depth �in
Mound Design Summary
Absorption Area 500 ft2 Bed length 50 ft Bed Width 10.0 ft
Absorption Width 20.0 ft I Clean Sand Lift 1.0 ft Berm Width (slope 0-1%)��ft
Upslope Berm Width 10.0 ft Downslope Berm Width 16.0 ft Endslope Berm Width 10.0 ft
Total System Length 7Q ft ' Total Sysiem Width 36 ft
At-Grade Design Summary
Absorption Bed Width �ft Absorption Bed Length �ft System Height �ft
Absorption Bed Area �ftz Upslope Bertn Width �ft Downslope Berm Width �ft
Endslope Berm Width �ft System Length �_�ft System Width �ft
�='- OSTP Deshgn Summary Worksheet UNIVERSITY �:
Minnesota Potlution OF MINNESOTA ���``�`��
Control Agency .._�v-,.��:
Pressure Distribution Summary
No.of Perforated Laterals C� Perforation Spacing �ft Perforation Diameter 7/32 in
Lateral Diameter 2.00 in Su�ly Pipe Diameter 2.00 in Minimum Dose Volume �
F(ow Rate 2g GPM Total Head 26 ft Maximum Dose Volume 150
Hoiding Tanks Only
Number of Holding Tanks � Total Volume of Holding Tanks C� gallons
High Level Alarm? �
4. Additional info for Type IV/Pretreatment Dlesign
Type of Pretreatment Unit Being installed:
Organic Loading to Pretreotrnent Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000
�BPd X �mg/L X 8.35:1,000,000= ��tbs BOD/day
Calculate System Orgvnic Loading: lbs. B�D/day:Bottom Area =tbs/day/ft2
�_�tbs/day: �ftZ= �_�lbs/day/ftZ
Comments{Special Design Consideratfons:
I hereby certify that I have complet this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson 810 07/23/12
�°-`"'>•�-,� E/t3�ls
(Designer) (Signature) (License#) (Date)
. � �, •
_ OSTP Mo�und Des��n Worksheet a
�`V UNIVERSITY �.x ��
Minnesota Poilut+on �1% S�O e OF MINNESOTA ���, c �
CoMrol Agency ' p ,�,���
1. SYSTEM SIZING: Project ID: v 11.09.22
A.Design Flow(Flow&Soi(- i.A): , 600 �� TABLE IXa
B.Sofl Loading Rate{Flow&Soi!-3.C): 0.6� GPD/ftZ �OADING RATES EOR DETERMINING BOTTOM ABSORPTION AREA
ANO ABSORPTION RATIOS USING PERCOLATION TESTS
C.Depth to Limiting Condition: 2.3 ft � r.cacmmc�c Treatme�N Level A,n-z,a,
D.Percent l.and Slope: 4.0 % ver�oi,na,aece AbSOtpbOn � ^�Of�O1 �„�,,,,,�
(�) �": nbwrytfon �� ppwrptl,,,
E. Desiqn Media Looding Rate: 1.2 GPD/ftZ ��� R'°° ��� �o
F. Mound Absorption Ratio(Table IXa): 2.00 <o i _ � _ �
G.Design Contour Loading Rate: 12.0 GPD/ft �o.i m s i.2 � �.s �
0.1 to 5(fine sanq 0.6 2 1 1.6
Tabie I and loa fire sarxi
MOUND CONT6UR LOADING RATES: s�a 15 0.78 1.5 1 �.6
Moawrod ' Toxturo-dortvod C°�LOUK �16 to 30 0.6 2 0.78 2
Pvrc Rato OR mound absorption ra' L��� 31 to a5 0.6 2.4 0.78 2
itata:
I��o� 0.45 2.6 0.6 2.6
s60ntpi 1.0. t.3.2.0.2.a.2.6 :t2
61 to 120 _ 5 0.3 5.3
61-120 mpi OR 5.0 s12 �>i20 . - - -
=i zo mpi• :s.o� -6• �5yy-������l�are not Type I systems. Contour Loadir�g Rate(linear
loading rate)is a recommended value.
2. DISPERSAL MEDIA SIZING
A• Calculate Required Dispersol Bed Area;Design Flow (1.A)=Design Media Londing Rete (1.E)=ftZ
If a larger dispersal media area 6� GPD� 1.20 GPD/ftZ = 500 nz
is desired,enter srze: ��1ftZ
-1
B. Cakulate Dispersa!8ed Width:Contoet Londing Rate (1.G)=Design Media Loadinq Rate (1.E)=Bed Width
12.0 ft = 1.2 gpd/ft2 = 10 ft
C. Calculate Dispersal Bed Lenqth: Dispersa(Bed Area (2.A)t Bed Width (2.6)=Bed Lenqth
500 ftZ : 10 ft = 50 ft
D. Setect Disperwl Media: rOCk
E. If using a registered product,enter the',Component Lenqth: �in+ 12 = �ft
F. If using a registered product,enter the'iComponent Width: �in: 12 = ��ft
G.Number of Components per Row=Bed jlength (2.C)divided by Component Length (4.J)(Round up)
� ft = �� ft= ��components/row
H.Number of Rows =Bed Wfdth (2.6)divrded by Component Width (4.K)(Round up) Note:CLR of f0.3
Adjust Contour Loading Rate on Design 5ummary page until this number is a whole number
go(/ft rewlts in 9 foot
wide bed.
� ft' �� ft= � rows
L Tota!Number of Components =NumbeY of Components per Row X Number of Rows
�� X = �components
' 3. dBSORPTION AREA SIZING
Note:Mound setbacks are meawred from the Absorption Area.
A. Catculate Absorption Width:Bed Wid�h (2.6)X Mound Absorption Ratio (1.F)=Absorption Wfdth
10.0 ft X 2.0 = 20.0 ft
B. For slopes>1%,the AbsorpNon Width,is meawred downhill from the upslope edge of the Bed.
Calculate Downs(ope Absorption Widt�;Absorption Width (3.A)-Bed Width (2.6)=ft
20.0 ft - 10.0 ft = 10.0 ft
4. MOUND SIZING
A. Cakulate Cleon Snnd Lift: 3 feet min�s Oepth to Limiting Condition (1.C)=C(ean Sand lift (1 ft minimum)
3.0 ft - 2.3 ft * 1.0 ft Design Sand Lift(optional): ��� Q
B. Calculate Ups(ope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Ups(ope Height
1.0 ft + 1.0 ft � 1.0 ft= 3.0 ft
D•)4:Slope Mulhplier Tabir �
li�d SIOp!% 0 1 I 3 4 S 6 S 9 10 i l 12 13 14 15 16 17 18 19 20 Z I 22 23 24 25
UpSlO� 3:1 3.QQ 2.91 2.83 2.75 2.68 2.61 2.Sd 2 2.d2 2.?6 2.31 2.26 2.21 2.t7 2J3 Z.G9 2.05 1.0? 2.OQ 1.97 1.95 1.43 1.91 1.89 1.87 1.85
Be�m Ratio 4:1 3.OQ 3.85 3.I0 3.51 3.d5 333 3.2's 3.12 3,03 2.9,t 2.85 2.78 2.7D 2.62 2.55 2.d8 2.dt 2.35 2.29 2.23 ta8 2.13 2.08 2.03 1.98 I.93
I.md SiOpe� 0 I 2 3 4 5 6 8 9 10 1 t 12 13 Id 15 16 17 18 19 20 11 21 21 24 25
D0�•msiope 3;1 1.00 3.09 3.t9 3.30 3.a1 3.51 3.�6 I. 3.95 4J1 d.29 d.s8 3,64 d.95 5,2�1 5.55 5.88 6.Z� �.63 7,at 7.�7 1.93 8.a2 8.43 9.J6 iQ.02
$emt RdtiO 4:1 a.00 4.17 4.35 4.5J JJ6 5.00 5.Z6 S. 5.88 6.25 6.61 7.1a 7,69 8.24 8.91 9.57 10,Id 10.4J it.67 i2.�2 t3.19 11,49 i�4.e2 15.61 t6.54 U.a.t
Setect Upslope Berm Multip(1er
�' (based on tand slope): 3.45 (figure D-34)
D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.B)=Upstope 8erm Wfdth
3.45 ft x 3.0 ft = 10.0 ft
E. Calculate Drop in Elevation Under Bed;�ed Width (2.8) X tand Slope (1.D):100=Drop (ft)
10.0 ft X 4.0 % = 100= 0.40 ft
F. Cakutate Downs(ope Mound Height:Upspope Height (4.6)+Drop in Etevation (4.E)=Downslope Height
3.0 ft + 0.40 ft = 3.4 ft
G. Setect Do►mslope Berm Multiplier
(based on(and slope): 4.76 (figure D-34)
H. Calculate Downslope Berm Width:Multtdlier (4.G)X Downslope Height (4.F)=Downslope Berm Width
4J6 x 3.4 ft = 16.0 ft
I. Calculate Minimum 8erm to Cov�er Ab tion Area:Downstope Absorption Width (3.6 or 3.C)+4 ft.=ft
10.0 ft + � ft = 14.0 ft
J. Design Downs(ope Berm =greater of 4H�nd 41: 16.0 ft
K. Select Endslope 8erm Multiplier: 3.00 (usually 3.0 or 4.0)
L. Calculate Endslope Berm (4.K)X Downsl Mound Height (4.F)�Endslope Berm Width
3.00 ft x 3.4 ft = 10.0 ft
M.Calculate Mound Width:Upslope Berm YWi1dth(4.D)+g�Widtb (2.6)+Dorms(ope Berm Width (4.J)=ft
10 0 ft + 10.0 ft + 16.0 ft = 36.0 ft
N. Calculate Mound Length:Endslope Berm I�idth (4.L)+@�/��q� �2,�)+Endsl�e Berm Width (4.L)=ft
10.�0 ft + 50.0 ft + 10.0 ft = 70.0 ft
Comments: '
' 5. MOUND DIMENSIONS
,--- ---------------------------- --------- .
� ------ Upstope (4.D) �o.o
M ��,
i
l �
� t
i �
� Endsto e (4.L) ��spersat Bed: (2.B x 2.C) � Endslo e 4.L
y o.o �
� 10X 50 i 10.0
�
� �
� ' �+ �
� �
� � v ,
c � �
� � �
o �
�
� p,ownslope (4.J) �b.o
o ----------�-------------- ------------ —--------
� ,
Total Mound Len th (4.N) �o.�
4"inspection pipe
� 18"cover on top
U sto e berm (4.D) I, Downslo e berm (4.J ! 16.0
10.0
12"cover on sides
(6" topsoi!)
1.0 Clean sar�ql lift (4.A► (ft
__... ._.
_ _ _
1.3 D<���;�tf� !.� !!ir�;i�_ir,� ti.Ct
4;,,,,.,. __ _ ___-- _______._._ .
� �
.:, , , ,,; . ..
.
., __., .,..,�;��� — -_ -
---- .
bsor tion Width �3.A) _ - _ _.___ ___------ --- -- -- _._
Note:_ 20.0
For 0 to 1%slopes, Absorption Widlh is measured from the Bedequally in both directions.
For stopes >1%, Abso�ption w'idth'is measured downhill from the upslope edge of the Bed.
�,^
--� OSTP Mound Materials Worksheet UNIVERSITY �� }.; R�
Mlonewta Pollution i OF MINNESOTA ��.;�e._.,�„z�.w
Control Agency _
Project ID: v 11.09.22
A.Calculate Bed(rock)Volume:Bed Length (�2.0 X Bed�dth 2.6)X Depth=Vdume
50.0 ft X 10.0 ft x �.o = 500.0 ft'
i Divide ft3 by 27 ft'/yd'to calcutate cubic
500.0 fr' = z7 = 18.5 yd'
Add 20%for constructability: , 18.5 yd'X 1.2 = 22.2 yd'
B. Catculate Ciean Sond Voturt►e: �
Volume Under Rock bed:Average Sard Dept x Medin Width x Media Length a cubk feet
1.2 ft X 10.0 ft X 50.0 ft = 600.0 ft'
For a Nbund on a slope from 0-1%
Volume from Ler�th=((Upslope Mound ' t-1)X Absorption Width Beyond Bed X Media Bed Length)
ft -1) X I X ft =
Volume from Width=((UPslope Mound Height-1)X AbsorPtion Width Beyond Bed X Media Bed Width)
ft -1) X ' X ft =
Tota!Cleon Sond Volume:Volume from Leng h+Volume from Width+Vo/ume Under AAedia
' ft' * � ' ft' = ft'
For a Mound on a slope greater than 1%
Upslope Volume:((Upslope Mour►d Hefght -f)x 3 x Bed Lenyth)+2=cubic feet
(( 3.0 ft -�) x 3.oft X 50.0 )t2= 150.0 ft'
Downslope Votume:((Do�mslope Height-1) Downstope Absorption Width x Medin Length)+2=CubiC feet
(( 3.4 ft-�� X 10.0 ft X 50.0 )+2= 600.0 ft'
Endslope Volume:(Dnwnslope Abund Height 1)x 3 x Medio Width =cubic feet
( 3.4 ft-1 ) X 3.o ft X 10.0 ft = 72A ft'
Totol Cleon Sond Volume:Upslope Volume� sl Volume +Endslope Volurt►e +yo(ume Under Media
150.0 ft' + 60b.0 ft' + 72.0 ft' + 600.0 n'= 1422.0 ft'
Divide ft'by 27 ft'/yd'to calculate cubic yardf: 1422.� ft' } 27 = 52.7 yd'
Add 20%for constructability: 52.7 yd'x 1.2 = 63.2 yd'
C. Calculate Sandy Berm Voleme:
TotnlBerm Vo(ume(�rox):((Avg.Mound Hpight-0.5 ft topsoit)x Mound Width x Mound Len )+2=cubic feet
( 3.2 _ 0.5 �t X 36.0 ft X 70.0 )+2= 3402.0 ft'
Total Mound Volume-Lle�Sand vo/ume-Rac Volume=cubic Jeet
340R.0 ft' - 1422.0 ft' - 500.0 tr' = 1480.0 fr'
Divide ft'by 27 ft'fyd'to calculate cubic yards# 1480.0 fC' a 27 = 54.8 ya'
Add 20%for construcWbility: I 54.8 =
yd' x 1.2 65.8 yd'
D.Calcutate Topsoil Material Volume:Total Width X Toto!Mound Length X.5 ft
36 0 ft X 70.0 ft X 0.5 ft = 1260.0 ft'
Divide ft'by 27 ft'/yd'to catculate cubic yards:l 1260.0 ft' = 27 = 46.7 '
Yd
Add 20%for corutr�xtab9lity: I 46.7 yd' X 1.2 = 56.0 yd'
_ OSTp Pressure Distribution �,� t
�� UNIVERSITY � `�q'"�,�
Minnesota Poilution Design Worksheet OF MINNESOTA '_�,���,��<
Controi A enc v���J
ProjectlD: v 11.09.22
1. Setect Number of Perforated Laterais i�system/zone: � _____
(2 feet is minimum ond 3 feet is maxir►�um spacing) , _ '""''"'�"""""" _ __ _
�� _. ' �r-Y '
<.
19'` . �.. ..-' 12••`5 � 1 1
2. Select Perforation Spacing: 3 0 ft ` � � -"
� -�
M�nimum
•/n'pe�(rnnliam spacad 3'ap.in 1'-3"of ror.k �'"lZ'
3. Select Perforation Diameter Size , 7/32 in _ _
6'of rock
4. Lenqth of Laterals =Media Bed Length�2 Feet. �,��•����^=u;�d.,,.-,�•,.- P��+�•�,������Mp:z•�0 3•
50 - 2ft = ' 48 ft Perforation can not be ctoser then 1 foot from edge.
5• Determine the Number of Perforation Spaces. Divide the Length of Lnterols (Line 4)by the Perforation Spacing (Line 2)and
round down to the nearest whole numb�r.
Number of PerforQtion Spoces = �48 ft = �ft = 16 Spaces
6. Number of Perforotions per Luterat is equat to 1.0 plus the Number of Perforation Spoces (Line 5).
Perforotions Per Lateral = 16 Spaces + 1 = 17 perfs. Per Lateral
Check toble below to verify the number of perforotions per(uteral guorantees less than a f0%dixharge voriation. The vatue is
doub(e if the a center nwnifo(d is used. '
Manimum N�of Perfaatia�s Per lateral to Gu�ar�tee a�!Q!6 Discharge Yariation
!�Irx P orat�ons Ti321nch Perforatiorn
Peiforat�n Spacing(Feet) �Pe Di� er Ilnches) Pe�foration Spxi►�g Pipe Diameter�lruhesl
t tl4 1t:� 1 3 (Feet� f 11� tY: 2 3
7 10 f3 i8 3Q 60 Z ft 16 2f 34 68
7� 8 12 i6 28 54 23h 10 14 20 31 64
� 8 12 #6 25 52 3 9 !4 19 30 6{►
3!16 trxh Rerf�adais' tt8lncfi Perforatioru
Perfarateon Spacing(Feet) �Pe Diarheter(Irxhes) Perforatian Spacing Pipe Diart►eter(Inches)
t 1Y+ 1v: 1 3 (F�) 1 11� 1ti� 2 3
2 12 18 26 +4b 87 2 21 33 44 74 149
1H 12 17 24 44 64 2Yt 20 30 4t 69 135
3 !2 16 T2 3T 75 3 2Q 19 3$ b4 f28
�• Total Number of Perforations equals the Number of Perforations per Lotero! (Line 6)multiplied by the Number of
Perforated Latera(s (Line 1).
17 Perf. Per Lateral X ��Number of Perf. Laterals = 51 Total Number of Perf.
8. Calculate the Square Feet per Perforatiorn Recommended volue is 4-f0 ft Z per perforadon. "K'°�"°^D1�+��6��
Does not app(y to At-Grades � '"�ra•"°^D1�°�
neaa��n
��� '/u '�iz '.
Bed A�ea = Bed Width(ft)X Bed Length�ft) �.o- o.�a o.�� o.ss a�s
1.5 0.22 O.S7 O.i9 0.9
10 ft X 50 ft = 500 ft2 zo� o.:s o.ss o.ao ,.w
2.5 0.29 0.65 O.t9 1.17
3.0 0.32 0.T2 � 0.98 /.2!
Square Foot per Perforation =Bed Area d vided by the Tota!Number of Perforotions (Line 7). ••a o.3� o.� ,.,� ,..,
S.�` O.It 0.93 1.?b /.6S
500 1 lZ T J 1 rforations � �{�� D+re��i^Q vrtch 3/16lnth co 1I1 i�Ch
Pe 9•8 ft2/perforations �ra.�wM
Dwellfrqs with t/8 4ith pMoratbre
ca I/eet Ocher estaabhmenn and M575 wi[A 3/f 6
9. Select Minimum Averoge Head: 1 O �L {nch w 1/4 i�h pertora[brs
S��� Ocher escablhMnents antl MSTS with 1/8 inch
pMoratfons
10. Select Perforotion Dischorge (GPM)basecj�n Table III: 0.56 GPM per Perforation
��• Determine required Flow Rate by multiptyqng the Total Nu�nber oj Perforntions (line 7)by the Perforotion Discharge (Line 10).
OSTR Pressure Distribution �-# :
- UNIVERSITY < �'`
Minnesota Pollution pesi$n Worksheet OF MINNESOTA `�' � �
Control A enc ���,.��1ti
51 Perforations X �0.56 GPM per Perforation = 29 GPM
__ OSTi� Pressure Distribution ; �,,
- � r�
UNIVERSITY .� � {�
Minnesota Pollution �eSl n Worksheet `���'�''
�v OF MINNESOTA �, .� �'�
Control A enc ��1
12. Select Type of Monifold Connection (End or Center): 0 End � c�r
13. Setect Latera(D�ameter: , Z,Qp �n � Table II
Volume of Liquid in
14. Votume of Liquid Per Foot of Distributr'�n Piping: 0.170 Gallons/ft ' Pipe
Pipe Liquid
15. Volume of Distribution Piping = � ; Diameter Per Foot
_(Number of Perforoted Loterots (Line�1)X Length of Loterols (Line 4)X ; (inches) (Galbns)
(Votume of Liquid Per Foot of Distributfchn Piping(Line 14)] 1 0.045
C� X 4$ ft x 0.170 = 1.25 0.078
gal/ft 24.5 Gallons 1.5 0.110
16. Minimum Dose=Volume of Distribution IPiping(Line 15)X 4 2 0.170
3 0.380
24.5 gals X 4 = �7,9 Gallons 4 0.661
mam PIp2, __Cieanam ----- ---_
i � �'
i �'.
� p���m�mp ��� Manffold P�Pe.�
�
� �
,
� �
lean outs "-- - ,
, \ �Alternate location
�r�� of pipe from pump
altemate location
of ' from um vi trom
Comments/Special Design Considerations:
_ OSTP B�sic Pump Selection Desi�n �k_
�� LINIVERSITY -�-� `' `�`"
Minnesota Poilution ' �����*�;
Control A enc Worksheet OF MINNESOTA�� ,� ,�,L,�r,,,
1. PUMP CAPACITY Project ID: v 11.09.22
Pumping to Grovity or Pressure Distribution: Q �rava.y Q Resare Setection required 2
1. If pumping to gravity enter the gallon per minute of the pump: �GPM (f0-45 gpm)
2. If pumping to a pressurized distribution system: 29.0 GPM
(Une i f oj Pressure Distributfon)
trea mm�spst
a co�m a asceuye
2. HEAD REQUIREMEN7'S I �; .
�+wa`
A. Elevation Difference �7 � S„qar�"`
between pump and point of discharge: ^'e1pi� E�„a,b,,:"
�����e
B. Distribution Head Loss: �ft -_- -
...._- __.
C. Additional Head Loss: ��ft due to s ----------------------------- -------------•
( P�ial equipment,etc.)
Table I.Friction Loss in PlasNc Pipe per 100ft
Distribution Head Loss
Gravity Distribution = oft Flow Rate P� e Qiameter(inches)
IGPM) 1 1.25 1.5 2
Pressure Distribution based on Mi�imum Average Head 10 9.1 3.1 1.3 0.3
Value on Pressure Distribution Worksheet: 12 12,g 4.3 t.8 0.4
Minimum Avera e Head Dist ibution Head Loss �4 �7,0 5.7 2.4 0.6
1ft 5ft �6 2�,$ 7.3 3.0 0.7
2ft I 6ft 18 9.1 3.8 0.9
5ft 1�t 20 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.SuPP�Y RPe�3�: 160 fk 40 16.5 4.1
E. Friction loss in Piastic Pipe per 100ft from Tadt�I: 45 20.5 5.0
' S0 6.1
Friction Loss= 2.23 ft per 10Qft of pipe 55 7.3
bU 8.6
p, Detertnine Equivalent Pfpe Length from pump disGharge to soil dispersal area discharge 65 10.0
point. Estimate by adding 25%to supply pipe lerx�th for fitting loss. Supp/y Pipe Length
70 11.4
(0.2) X 1.25=Equivalent Pipe Length 75 13.0
85 16.4
160 ft X 1.25 = 200.0 ft 95 20.1
G. Calculate Supply Friction Loss by multiplying FricQion Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100.
Supply Frittion Loss=
2.23 ft per 10oft X 200.0 ft = 100 = 4.5 ft
H• Total Hend requirement is the sum of the Elevatiar►Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and the
Supply Friction Loss(Line G)
17.0 ft + 5.0 f� + ��ft + 4.5 ft = 26.5 ft
3. PUMP SELECTION
A pump must be selected to detiver at teast 29 GPM(Line 1 or Line 2)with at teast 2] feet of total head.
Comments:
�--` OSTP De�ign Summary Worksheet UNIVERSITY -& �F���
Minnesota Poilution OF MINNESOTA ;�.�� ,�;
Control Agency �,
Property Owner/Client: Gorden James C nxtion project�D•�v 06,12,13
Site Address: 1100 Pine Yiew Drive(Site Date: 1/12/15
1. DESIGN FLOW AND TANKS
A. Deslgn Flow: ��Gallons Per y(GPD) Note: The estimated design jlow is cansidered a peok flow rote
� induding a wfety factor.For lonq term perforrtwnce,the average
B. Septic Tvnks: daily f/ow is rxommended to be<60%of this value.
Minimum Code Requfred Septic Tank Capacity: 2250 Gatlons,in �Tanks or Compartmentr
Recommended Septic Tank Cdpacity:� Gallons,in �Tanks or Compartments
Efft�nt 5creen• No Alartn: No
C. Holding Tanks Onty:
Minimian Code Required C�acity:�Gatla�s,in ��Tanks
Designer Recommended Capacity:�Galtons,in �Tanks
Type of High Levei Alarm:
D. Pump Tank 1 Capacity(Code Minimum):�Gatlons Pump Tonk 2 Capacity(Code Minimum): ��Gallons
Pump Tonk 1 Capacity(Designer Rec): �Gallons Pump Tank 2 Capacity(Designer Rec): �Galtons
Pump 1 GPM Total Head ��ft pump Z�GPM Total Head �ft
Supply Pipe Dia.�in Dose Volume:�gal Supply Pipe Dia.��in Dose Volume:�gal
2. svsr�►nr�
TYPe of Sotl Treatrnent and Dispas�Area;
Q hendi Q Bed Q Mamd r �Grovlfy DBtrbutlai Q R�re DIs�aH.evd 0 Ptesam Dktrbutlon-Unkvel
O�P O�din9 rank O A�-�� I 'Selection Required Benchmark Elevation: Sea tevel ft
Benchmark Location:
System Type Type of Distribution Media:
�Type I ❑Type I I ❑TYPe 111 �Type I V ❑Type V ��� ❑�T���:
3. SITE EVALUATION:
A. Depth to Limiting Layer. 20 �n 1.7 ft B. Measured Land Slope%: 8.0 %
C. Elevation of Limiting Layer: 1010.9 D. Soil Texture: Loam--1
E. Loc.of Restricive Etevation:�-, -, F. Soil Hyd.Loading Rate: 0.60 GPD/ft2
G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 7.0 MPI
1. Code Maximum Depth of System: Mound n ��tr;
4. DESIGN SUAAMARY '
Trench Design Summary
Dispersal Area�� Sjdewalt Depth�9n Trench Width�in
Total Lineat Feet�ft I Number of Trenches� Code Maximum Trench Depth�in
Contour Loading Rate�ft Designers Max Trench Depth in
�
eed Design Summary
Absorption Area�� Media Below Pipe��n Code Maximum Bed Depth�in
Bed Width�ft Bed Length�_�ft Designer's Max Bed Depth�in
�� OSTP Des�gn Summary Worksheet UNIVERSITY ••F� '�*-
Minnesota Pollution ��� '.�u
ControlAgency OF MINNESOTA ;; ,1,`t
-.
Nbund Design Summary
Absorption Area 500.0 fti ! Bed Len3� 63.0 ft Bed Width 10.0 ft
Absorption Width 12.0 ft li Clean Sand Lift 1.3 ft Berm Width (0-1%)�ft
Upslope Berm Width 11.0 ft Do�nslope Bertn Width 24.0 ft Endslope Berm Width 13.0 ft
Total System Length gq,p ft I ToWI System Width 45.0 ft CoMour Loading Rate 12.0 gaUft
� At-Grade Desig�Summary
Absorption Bed Width�_]{t Apsorption Bed Lerigth��ft System Height�
ft
Contour Loading Rate�gaUft Upsl�e Bertn Width�]ft Downstope Berm Width�ft
Endslope Berm Width��ft i System Length�ft System Width��ft
Leve��Equal Pressure Dish�iibution Summary
No.of Perforated Laterals� �Perforation Spacing��ft Pertoration Diameter 7/32 in
Lateral Diameter 2•00 in l�i�l.Detivered Volwne��gat Maximum Delivered Volume 150 gat
Non-Level and Unequal Preswre Distribution Summary
Etevation Pipe Volume Pibe Length Perforation Size
(ft) Pipe Size(in) (gaUft) ' (ft) (in) Spacing(ft) Spacing(in)
Lateral t Minimum Delivered Volume
Lateral 2
Lateral 3 gal
Lateral 4 Maximum Delivered Vol�ne
Laterat 5
Lateral 6 �Sal
5. AddiHonal info for Type IV/P�etreatment Design
A. CalcWate the orqanic loading using option 1 or 2'
1. Orqanic Londing =Pounds of BOD X Unfts
lbs/day X � =i ��lbs BOD/day
2. Organic Loodir�g to Pretreotment Unit =Deslqn FloW X Esttmated 800 in mg/L in the effluent X 8.35+1,000,000
gpd X �mg/l�X 8.35=1,000,000= ��lbs gpp/day
B. Type of Pretreatment Unit BeirnllnsWlled:
�. Calculate Soil Trea[ment System Orqanic Loading: rb�.BOD/day=Bottom Area =lbs/day/ft�
lbs/day= ��_' ��/day/ft2
Canments/Special Design Considerations: i
I hereby certify that I have completed this I in accordance with all appticabte ordinances,rules and taws.
Joseph J Olson — 810 01/12/15
(Designe�) (Signature) (License#) (Date)
__ OST� Mound Design �=.� ..
MinnesotaPollution � UNIVERSITY � �t�
Work�heet >1 / Slope � ��`���
Control Agency OF MINNESOTA ,,,°'"���-�..,�,�,,�
1. SYSTEM SIZING: Project ID: v 06.12.13
a. �esi�n �tow: I boo �P� TABLE IXa
B. Soil Loading Rate: �.60 GPD/ftZ LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TE1T5
TrcetmeM LevN C TrcabneM LevN A,A-2,B,
C. Depth to Limiting Condition: I� 1 J ft
Percoladon Rate ��� ���0°
luea Loading Mound Area Loa�ng Nbund
D. Percent Land Slope: 8.0 % �""''> ,wt� ^�°�°^ R,� ��►a+�
��� e�n° ��� r�s°
E. Design Media Loading Rate: 1.2 GPD/ftZ _ _
<o., � 1
F. lubund Absorption Ratio: 2,00 0.,t°5 �.2 + �.s +
01 ro 5 Qire sand 0.6 2 1 1.6
Tclble 1 aruf�oa rne sa
MOUNO CONTDUR LOADIIiCa RATES: s to ts o.7e 1.5 1 �.6
{��r 16 to 30 0.6 2 0.78 2
Maawred '" Texture-dsrivgc�
Perc Rate �R mound absorption f�tio Loading a�co as o.s 2.4 0.78 2
�t�: �to� 0.45 2.6 0.6 2.6 �
�bOmpi 1.0, t.3.2.0.2.4.Z.6 �t2 ei to�20 - 5 0.3 5.3
, >�20 - - - -
61-12G mpi OR 5.0 jt2
. 'Systems with these values are not Type I systems.
> uo r�,p;• �s.o• ,6. Contour Loading Rate (linear loading rate)is a
recommended value.
2. DISPERSAL MEDIA SIZING
A• Catculate Dispersat Bed Area: D@sign Flow:Design Media Loading Rate=ftZ
600 GPD : 1.2 GPD/ft2 = 500 ft2
If a larger dispersal media atea 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•� GPD/ftZ = 12.0 gaVft Can not exceed Table 1
D. Calcutate Minimum Dispersal Bed Length: Dispersal Bed Area :Bed Width = Bed Length
630 ftz : 10.10 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.Q = 20.0 ft
B. For slopes>1%, the Absorption VNi�ith is measured downhill from the upslope edge of the Bed.
Calculate Downstope Absorption M�/idth:Absorption Width - Bed Width
� 20.0 ft - 10.0 ft = 10.0 ft
4. DISTRIBUTION MEDIA: ROCK
A. Media Volume:Media Depth X Lemgth X Width
1.00 ft X 63.0 ft',X 10.0 ft= 630 ft3 : 27 = 23 yd3
5. � DISTRIBUTION MEDIA: REGIS EATMEPlT PRODUCTS: CHAMBERS AND QFLOW
A. Enter Dispersal Media:
B. Enter the Com�nent Length: ' ��ft Enter the Component Width: ��ft
C. Number of Components per Ro1w=Bed Length divided by Component Length (Round up)
�� ft = ft= ��components/row
D. Actual Bed Length =Number o Components/row X Component Length:
��component} X �ft = �ft
E. Number of Rows=Bed Width divided by Component Width (Round up)
� ft= �� ft= � rows Adjust width so this is on who(e number.
F. Totat Number of Components=�Number of Components per Row X Number of Rows
�� X � _ �components
6. MOUND SIZING '
A. Calculate Minimum Clean Sand�.ift: 3 feet minus Depth to Limiting Condition =Clean Sand Lift
3.0 ft - 1.7 ft = 1.3 ft Design Sand Lift(optional): �ft
B. Calculate Upslope Height: Clean Sand Lift +media depth+cover(1 ft.)=Upslope Height
1.3 ft + 1.0 ft + 1.0 ft= 3.3 ft
C. Select Upslope Berm Multiplier('pased on land slope): 3.45
Land Siope% 0 1 '2 3 4 5 6 7 8 9 10 il 12
Upslope Berm 3:1 3.00 2.91 .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 .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:Muttiplier X Upslope Mound Height =Upslope Berm Width
3.45 ft X 3.3 ft = 11.0 ft
E. Calculate Drop in Elevation Und�r Bed: Bed Width X Land Slope= 100=Drop(ft)
10.0 ft X 8.0 % : 100= 0.80 ft
F. Calculate Downslope Mound Hei t: Upslope Height+Drop in Elevation =Downslope Height
3.3 ft + 0.80 ft = 4.1 ft
G. Select Downslope Berm Multiplie�(based on land slope): 5.88
Land Slope�0 0 1 3 4 5 6 7 8 9 10 11 12
Downsiope 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. 5 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.�4 7.69
H. Calculate Downslope Berm Widthy Multiplier X Downslope Height =Downslope Berm Width
' S.88 x 4.1 ft = 24.0 ft
1. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width+4 feet
! 10.0 ft +�ft = 14.0 ft
J. Design Downslope Berm=greater bf 4H and 41: 24.0 ft
K. Select Endslope Berm Multiptier: I 3.00 (usually 3.0 or 4.0)
L. Calculate Endstope Berm X Dowrrnlope Mound Height =Endslope Berm Width
3.00 ft X 4.1 ft = 13.0 ft
M. Calcutate Mound Width: Upslope Blerm Width +Bed Width+ Downstope Berm Width
11.0, ft + 10.0 ft + 24.0 ft = 45.0 ft
N. Catculate Mound Len�th: Endslope�6erm Width + Bed Length +Endslope Berm Width
13.0, ft + 63.0 ft + 13.0 ft = 89.0 ft
� 7. ' MOUND DIMENSIONS I
T Upslope (4.D� --- ��.o ------ ------- -� �,
�� ,
,� ,
� ,
,
� �
�
' ' �
� Endsto e �4.L) � Dispersal Bed: (2.B x 2.C) '
�' o
� Endsto e (4.L)
� c �3.0 10.0 X 63.0 � 13.0,'
3 ' � �
1 � �
i (
� � V i
� I
i �
� `, 24 0 '
. ,
, ,
� Downslope (4.J) �
� ------------------------------------ ---------
To�al Mound Len th (4.N) 89•�
4" inspection pipe
18" cover on top 24.0
Upsto e berm (4.D) Downslo e berm �4.J
>>.o
12" cover on sides
(6" topsoit)
Clean sand lift (4.A) 1.3
_ Deptt� to Li;7�itin, i 1.C)
Limitino — ------ ---_____ �.�
�, Conditi�t� ------_______
� Absor tion Width {3.A) �� `� --�---�------
Note: 20.0
For 0 to 1% slopes, Absorption�Width is measured from the Bedequally in both directions.
For slopes >1%, Absorption Width is measured downhitl from the upslope edge of the Bed.
Comments:
Loqs of Soil Borinas
License#810 �
Location or Project: Proposed Lot 4'2700 6th Ave. N
Borings made by: Rusty Olson's�Soil and Perc testing 7/16/2012
Classification System: AASHO , ; USDS•USDSSCS X ; Unified ; Other
Auger used (check two): Hand_,X , or Power , Flight, Bucket or Probe_X_
Boring Number_1_Surface elevatiQn 1016.0 Mottled Soil at_2.5_feet
0"-22" Dark brown loam 10yr3/2 H20 present at_X
22"-30" Brown loam 10yr4/4
30"-36" Rusty brown clay loam 2.5y5/3
Boring Number_2_Surface elevatian 1016.0_ Mottled Soil at 2.3_feet
0"-2Q" Dark brown loam 10yr3/2 H20 present at_X
20"-28" Brown loam 10yr4/4
28"-32" Rusty brown clay loam 2.5y5/3
Boring Number_3_Surface Elevation_1013.8 Mottled Soil at_1.5 feet
0"-6"Dark brown loam 10yr3/2 H20 present at_X
6"-18" Brown loam to clay loam 10yr4/4
18"-30" Rusty brown loam 10yr5/4
Boring Number 4_Surface Elevatio�h_1013.8 Mottled Soil at_1.5_feet
0"-18" Dark brown loam 10yr3/2 H20 present at_X
18"-22" Rusty brown clay loam 10yr4/4 '
22"-30" Rusty brown clay loam 2.5y5/3
Boring Number 5_Surtace Elevatio�t_1014.8 Mottled Soil at_1.5_feet
0"-18" Dark brown loam 10yr3/2 H20 present at_X
18"-22" Rusty brown clay loam 10yr4/4
22"-30" Rusty brown clay loam 2.5y5/3
Boring Number 6_Surface elevation� 1013.1_ Mottled Soil at_1.5_feet
0"-6" Dark brown loam 10yr'3/2 H20 present at_X
6"-18" Brown loam to clay loam 10yr4/4 �
18"-30" Rusty brown loam 10yr5/4
1100 Pine View Drive Soil Lo #8
� B0""� ❑ � Elevarion 1012.6 Depth to SHWT 28"
Depth(in) Texture fragment°/a , matrix color redox color consistence grade shape
0-8 Topsoil <35 10yr3/2 Loose Loose sin�Ie g�ain
8-14 Loam <35 10yr4/3 Friable Strong Btocky
1428 Sandy Loam <35 10yr5/4 Friable Strong Biocky
28-36 Loam <35 10yr5/4 10y4/8,1-6/l0y Friable Strong Blocky
1100 Pine View Drive ' Soil Log#9
� �"� ❑ � Elevation 1009.9 Depth to SHWT 18"
Depth(in) Texture fragment% matrix color redox color consistence grade shape
0-8 Topsoil <35 I Oyt3/2 Loose Loose Sing(e grain
8-14 Loam <35 10yr4/3 Friable Strong Blocky
14-18 Clay Loam <35 ' 10yr5/4 Firtn Strong Prismatic
18-24 Clay Loam <35 ' 10yr5/4 10y4/8,1-6/l0y F'vm Strong �ismatic
1 hereby certify this work was completed in accorda�rrce with MN 7080 and mry local req's.
', Rusty Olson's Soil&Perc. 810
A�esi er Si `�--..�_
�� �mP�Y License#
, , • •
S�p�l Observat�on Lo
g
www.SepticResource.com vers 12.4
� Owner Information
Property Owner/project: Gorden Jat�ies Construction Date 1/12/2015
Property Address/PID: 1100 Pine View Drive
' Soil Survey Information ❑ refer to at�hed soi�survey
Parent matl's: Q Tiil []� Outwash � (.acusUine ❑ �u�uvium ❑ Organic ❑ Bedrodc
landscape position: ❑ Summit � ❑ Shoulder 0 5��� � Tce slope
soil survey map units: L35A slope lU % direction-Lineaz
Soil Lo #7
� ��� ❑ � Elevarion 1012.6 Depth to SHWT 20"
Depth(in) Texture fragment% , matrix color redox color consistence grade shape
0-8 Topsoil <35 ' 10yr3/2 Loose Loose Single grain
8-14 Loam <35 IOyr4/3 Friable Strong B�ocky
14-20 Clay Loam <35 I OyrS/4 Firm Strong Prismatic
20-24 Clay Loam <35 , 10yr5/4 10y4/8,1-6/l0y Firm Strong Prismatic
loose loose
sin e
�5 friable weak �,ui�b ceky
35-50 � moderate p��� P��
�50 rigid �ng �ssive
f Comments: '
, ' �i
percolation Test Data Sheet
Lic.#810
Percolating test readings made by: F�usty Olson's Perc. starting at 9:30 A.M. On7117/12
Location: Proposed Lot 4 2700 6th�4ve. N.
Hole number: 1
Date hote was prepared:7/16/12
Depth of hole bottom_12"_inche�s, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches S,oil texture
0-12" Dlark brown loam 10yr3/2
Method of scratching side wall: Knife'
Depth of gravel in bottom of hole 2 in�hes:
Date of initial water filling 7J16l12 d�pth of initial water filling 12 inches above the 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 bot�om during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
9:49 10:04 6" ! 5.5 2.7
10:11 10_26 8" �, 5.5 2.7
10:27 10:42 6" 5.5 2.7
AVERAG PERC. RATE 2.7 Mpl
Percolation Test Data Sheet
Lic.#S10
Percolating test readings made by: R�sty Olson's Perc. starting at 9:30 A.M. On7/17/12
Location: Proposed Lot 4 2700 6th ave. N.
Hole number: 2
Date hole was prepared:7/16/12
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Sqil texture
0-12" D�rk brown loam 70yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7J16/12 de�th of initial water filling 12 inches above the hole bottom
Method used to maintain at least 12 in6hes of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bott�m during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
9:50 10:05 6" � 5.5 2.7
10:10 1025 6" 5.5 2.7
10:28 10:43 6" 5.5 2.7
AVERAG PERC. RATE 2.7 MPI
I�ercolation Test Data Sheet
Lic.#810 �
Percolating test readings made by: Rusty Olson's Perc. starting at 9:30 A.M. On7/17/12
Location: Proposed Lot 4 2700 6th A►ve. N.
Hofe number: 3
Date hole was prepared:7/16/12
Depth of hole bottom_12"_inche$, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Spil texture
0-6" D�rk brown loam 10yr312
6"-12" brtown loam to clay loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inChes:
Date of initial water filling 7/16/12 depth of initial water filling 12 inches above the hole bottom
Method used to maintain at least 12 inChes of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottbm during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
9:51 10:06 6" ' 3.5 4.3
10:09 10:24 6" 3.2 4.7
10:29 10:44 6" 3.1 4.8
AVERAC3 PERC. RATE 4.6 MPI
f�ercolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rl�sty Olson's Perc. starting at 9:30 A.M. On7/17/12
Location: Proposed Lot 4 27Q0 6th Ave. N.
Hole number: 4
Date hole was prepared:7/16/12
Depth of hole bottom_12"_inche�, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Sdil texture
0-12" DBrk brown loam 10yr3/2
Method-of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inc�es:
Date of initial water filling 7/16112 depth of initial water filling 12 inches above the hole bottom
Method used to maintain at least 12 in�hes of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottbm during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
9:52 10:07 6" 5.0 3.0
10:08 10:23 6" 4.7 3_2
10:30 10:45 6" 4.5 3.3
AVERAG PERC. RATE 3.2 MPI
F'ercolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:28 A.M. On 1/11/15
Lacation: 1100 Pin e View Drive
Hole number. 5
Date hole was prepared: 1/10/15 �
Depth of hole bottom_12"_inche$, Diameter of hole 6" inches.
Soil data from test hole: �
Depth, inches Sqil texture
�-$" D$rk Brown Loam 10yr3/2
$"-12" Bnown loam 10yr4/3
Method of scratching side walL Knife
Depth of gravel in bottom of hole 2 inclnes:
Date of initial water filling 1/10/15 de�th of initiat water filling 12 inches above the hole bottom
Method used to maintain at least 12 irrahes 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 Q:39 11:09 6" 3.2 9.a
11:12 11:42 6" 3.1 g.g
11:43 12:13 6" 3_1 g.g
AVERAG ,PERC. RATE 9.5 MPI
•
l�ercolation Test Data Sheet
Lic.#810 �
�
Percolating test readings made b : R st Oison s Perc. startin at 10.28 A.M. On 1/11/15
Y � Y 9
Location: 1100 Pin e View Drive
Hole number: 6
Date hole was prepared: 1/1Q/15 �
Depth of hole bottom_12"_inche�, Diameter of hole_6"_inches.
Soil data from test hole: ,
Depth, inches S�il texture
�-8" Darlc Brown Loam 10yr3/2
8"-12" Bnown loam 10yr4/3
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inc.lhes:
Date of initial water filling 1/10/15 de�th of initial water filling 12 inches above the hole bottom
Method used to maintain at least 12 inahes 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
10:40 11:10 6" 5.5 5.4
11:11 11:41 6" ' S.5 5.4
11:44 12:14 6" 5.5 5.4
AVERAG �PERC_ RATE 5.4 MPI
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CITY OF ORONO CALLED IN --�,.�.
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PERMIT NO. '� ��JCOMPLETED �
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lL ❑ 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/FIREPLACE ❑ COMPLAINT
Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
_ ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL
J ❑ DEMO-SITE ❑ SEPTIC INSTALL ❑ FOUNDATION/REMOVAL
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� Call for the next inspection 24 hours in advance. (952� 249-4600
OwnerfContracto site:
Inspector.
White Copyllnspector's File Canary CopylSfte Notice
� /` � DATE TIME�
CITY OF ORONO CALLED IN �-
INSPECTION NOTICE SCHEDULED �i'� �
PERMIT NO. - .COMPL �
ADDRESS �/� ���l��CJ � I/`e�
OWNER TELEPHONE NO.
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Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP
W ❑ AS BUILT-SURVEY ❑ EWER HOOK-UP ❑ HARD COVER REMOVAL
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❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (g52) 249-46��
OwnerlConVa on site:
Inspector. � «'
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White Copyllnspector's File Canary CopylSite Notiee
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DATE TIME
CITY OF ORONO CALLED IN
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Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION
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Inspector.
White Copyllnspector's Ffle Canary CopyfSite Notice
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Z ❑ RADON SLAB � MECHANICAL RI ❑ SITE INSPECTION
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