HomeMy WebLinkAboutseptic info including designs 2004/2006/2014 � o�
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`;�� � ��?; �.`'� .�G% � Street Address: Mailing Address:
\�9$�,+gH04' 2750 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
October 20, 2003
JOHN E WHITMAN
1570 6TH AVE N
LONG LAKE MN 55356
Dear Mr. Whitman:
This letter is regarding the septic system at 1570 Sixth Ave N. Your existing septic system is
classified as a "compliant system". It must be replaced if you add bedrooms or it starts to surface
onto the ground. If you need to replace the septic system you need to design a "standard system"
(mound, in-ground or at-grade system) that meets all the requirements of the State and City
septic code. If you cannot find a standaxd system site on your property than you aze allowed to
put a "new technology" (aerobic tank,peat filter, etc) system in, if it meets code standards.
If you have any questions please call me at 952-249-4600.
Sincerely,
�^\�ppc �
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Matt Bolterman
On-Site Septic Manager
Telephone(952)249-4600 • Fax(952)249-4616
www.ci.orono.mn.us
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�9�E s x p'4�� 2750 Kelley Parkway P.O. Box 66
`-.. ---.____ O ro no, MN 55356 Crystal Bay, MN 55323•0066
To: The Current Owner of Address I ��G �� ��f�
City Ordinance requires that onsite sewage treatment systems in Orono be
inspected on a periodic basis. The onsite sewage treatment system at the above
address has been inspected and the following is krlown about the system. A
sketch of the known components of the system is available for most properties at
the Orono City Hall.
Imminent Public Health Threat
Yes =_�� .
No
If yes, please contact the Onsite Systems Manager at 952-249-4626 within 10
days of receipt of this notice. The septic system must be brought into compliance
within 90 days. Failure to do so will result in referral to the City Attorney for
legal action.
System Identi as Non-Compliant
Yes j�6 l� ( �,�t � � �r s/�'�����) ��
No
If yes, system must be brought into compliance by:
December 31,2007
December 31, 2010
Other
Septic Tank(s) Pump out Needed
Yes �'
No
The City recommends the septic tank(s) and/or lift tank be serviced and pumped
out every three years. City records indicate the tanlc(s) were last pumped out on
��- �'( -d� . The tank(s) should be cleaned through the manhole and
not fluough the inspection pipes, this allows for proper cleaning.
Comments:
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Inspectd�,�,1+6'� � Date of Inspection � " d �
'�'elephon� (9j2) 2�9-4600 e �as (9�2)2�9-461�
www.c3.orono.mn.us
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�'�;��� -�;� ��,G Street Address: 9 sa-a4 9-y 60 0 Mailing Address:
�� 2750 Kelley ParkwaY p.�. g� �
Orono, MN 55356 Ciystal �, #MI 55323-0066
To Current Owner: Address: � 5 7� S�� '7`�i N
City Ordinance 199 requires that each existing on-site sewage treatment system in Otono be inspe�ted every two yeats.
The on-site sewage treahnent system at the above address has been inspected and appears to fall into the categories checked below.
SYSTEM CONFORMITY (1-3): �
- - —
1 �"CODE SYSTEIVI"1An ISTS wlrich meets all t6e location,design and construction standartls of the cwrent Orono Municipal Code.
2O"COMPLIANT SYSTEM" An LSTS which does not mcet all the location,design and construction stan�rds of the cmrent Orono
Municipai Code but�es�et the Wree foot sepazation requirement or iwo foot requir�►e,nt for systems installed 1996 or earlies,and
wluch is not fa�7ing or mm i�inent threat to public heatth or safety.
3 "NON-CO1vIPLIANT SYSTEM" A prohibic«i ISTs;an LS'is loc�ted within a aesignatoa loo-year aooa plsin,any ISTs wluch may
or may aot meex all d►e location,design,or consuudion stsnc�rds of tbe c�ur�t Urono Municipal Code and which is failing for any
� reason;and any IS'!'S with less than thrce feet of unsaUirated soil or sand between the distri'bution device and the limiting soil characteristics,
TANK CONDTTION(5-7): _�
Tank inspection indicates:
5� Pumpc�ut not needed at this time.
6 Se}�tic tanks must�e pumped out this year (city code recommends taiilcs to be pumped out once every 3 yeazs.
Tank was last P►�mPed. ).
Make sure seutic taaks are uamaed tLroaeh�snhole and Aot throa¢h w�ite insuectioe nices. This allows for the nrooer
cieamng. Keeo water softner sad iron 51ter dischar�e out of seotic svstem to aralong life ef drainfield Ask namner to test
slarm float to xerifv.alarm is st�il working in vour�uuse T�e s1ar�warns ow�r t�at aentage is about to backun ieto basemen�
7 InspecUon nsers m�ssuig-taaks could not be inspe,cted. Inspect;ion risers(4"dia.pipej must be installed in each tank. If
tanks have not been pumped out within�e last t�e years,they should be pumpeci out now.
DRAINFIELD CONDTITON(8-101: � � _,
Drainfield is dry,no surfacing evident.
Some evidence of surfacing,not critical ye�.
10 Drainfield is saturated and visibly dischargiag untreated effluent to the surface. Contact the City Inspeetor
immediately.Repairs must be completed within 90 days.
CONIlvIENTS:_ �c o�,...�rc.1 J � S��t� �CS � �o a�(. dI(
\ o ��-pH G�.,,M
Date of Inspection Matt Boltermac►- tic S
Sep Ystem Inspecior
Note: In me ev�t that this inspaxion report is usod to satisfy me requirements for a mortgage or oihc transfer of property,be advised that ihis report dces
not guaraatee �cx�fify that an existing system w71 continue to fimcti�P�P�Y, but is �+ely an opiaion of ffie adeq�acy of We sys�m nnd� curnnt
conditions b�sed on d►e available�on.
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������? � CITYof �RONO �
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'Z ��'���`e��` �Y Street Address: Malling Addreu:
�K�g 2150 Kelle Parkwa
� Y Y P.O. Box 66
Orono, MN 5535b Crystal Bay, MY 55323•0066
� 95d-�4q-4600 �
To Current Owner: Address: �S 7� S`X�'� ��t. �-
Ciry Ordinance 199 requires that each existing on-site sewage treatment system in Orono be inspected every two years.
The on-site sewa�e treatment system at the above address haz been inspected and appears to fall into the categories checked below.
SYSTEM CONFORMITY (1-3): �
1 "CODE SYSTEM"An ISTS which meets all the location,design arid canstruction standards of the current Orono Municipal Code.
�"CO�LIANT SYSTEM" An ISTS which does not meet a11 the location.design and construction standards of the cunent Ocono hiunicipal
Code but docs meet the three foot separation requirement or two foot rcquirement for rysums installed 1996 or earlier,and which is not failing or
'an icnminent threat to public health or safery.
3 "NON-001�IPLIANT SYSTEM" A prohibited ISTS;an ISTS located within a duignated I00-year flood plain,any ISTS which may
or may not meet a11 the locatian,duign,or consuuction standards of t�e current Orono Municipal Code and which is failing for any teason;and
any ISTS with less than three feet of unsaturated soil or sand between the d'utribudon device and the limiting soil characteristics.
TANK CO3�IDITION(5:71: S �
Tank inspection indicates: � . . .
�Pumpout not needed at this time.
6 Septic tanks must be pumped out this year (city code requires tanks to be pumped out once every 3 years.
Tank was last pumped �t-t�- q�d ). •
blake sure seatic tanks are pumoed throush manhole and not throngh�vhite insaection pipes
This allo�ti•s for the proper cleanin�.
7 Inspection risers missing-tanks could not be inspected. Inspection risers(4"dia.pipe)must be instalIed in each tanIc.
D INFIELD CONDITION -�Q : �,
8 Drainfield is dry,no surfacina evident.
9 Some evidznce of surfacing�not critical yet , �
10 Drainfield is saturated and visibly dischargin�untreated effluent to the surface. Contact the City Inspector
immediateiy.Repairs must be completed within 90 days.
CO��NTS:� D� �°��C�`l� �, � S� �. � r�n�CS I cak �}c � �.r�
_ s�p;-:� �--�,��s �e�c�- ����.��_
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Date of Inspection l�tatt Boiterman- Septie System Inspector
Note:In the event that�tiis inspection rcport is used W satisfy the rcquirements for a mort�aae or other transfer ofpropecry.be advised thai this repoR doa nat gu��n,ce
o�certi��4u an eristing syst:m will continue w function properly.but is merely an opinion ofthe adequary o[the system under eument eonditions based on the availabte
infomution.
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`� CITY of ORONO
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'�EgH04' 2750 ltelley Pa�kway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323•0066
September 5, 2000
John E. Whitman
1570 Sixth Avenue North
Lon� Lake, NIN 55356
Dear Mr. Whitman:
An inspection of your septic system was conducted on August 31, 2000. A summary of the
inspection is below.
Septic Tank Condition
1. Pumpout not needed at this time.
The septic system is a compliant system, meaning it meets all or most current City and State
Standards. Enclosed is a list of licensed contractors who work in Orono on a regular basis. This
list is enclosed simply for your reference in case your septic system needs maintenance in the future.
Also enclosed is a fact sheet explaining your septic system and how it functions. Finally, an as-built
drawing is enclosed showing the appro�cimate location of the septic system.
If you have any questions regarding this report, please contact me at the City Offices at 249-4600.
Res ectfull ,
'� ,.��
Chris Pence
On-Site Systems Manager
Enclosures
In the e�•ent this inspection report is used to satisfy the requirements for a mortgage or other transfer of property,
be ad�ised that this report does no guarantee or certify the esisting system�r•ill continue to function properly,but
is merely an opinion of the adequacy of the s�stem under current conditions based on the available information.
This report must be kept on the premises with the system location and pumping records.
Telephone(952)249-4600 • Fax(952)249-4616
www ci.ornno.mn.us
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\ Street Address: Mailing Addross:
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��,9�CEgg04' 2150 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner: ��� �[����� Address: 1570 Sixth Ave. N.
Permit #'s: 8597 Dates: 8/6/86 Contractors: In�leside Eaqr.
(This is [�] an existing system ( ] new construction) .
SYSTEM COMPLIANCE (1-3) : 3
1 Code System: Meets or exceeds current City standards in all respects relating to design,
construction, and location. Appears to be operating prdperly.
2 Compliant System: Does not meet all current City standards for new construction, but in
most respects appears to be designed, located, and constructed in accordance with previous
� codes and is functioning properly.
Non-Compliant System: System may or may not meet current City standards for design,
construction, or location, but is failing to properly treat and dispose of the current
input; and any system with less than three feet of vertical separation between the bottom
of the drainfield and the saturated soil level.
(The saturated soil leval is [Xj or is not [ ] identified under this septic system. If the
saturated soil lavel is not idantified, this classification is subject to revision.)
TANK CONDITION (5-9) : 9
5 Pumpout not needed at this time.
6 Solids accumulation in tanks indicates they should be pumped out this year.
7 System is discharging to the surface. Tanks must be pumped out within 48 hours.
8 Inspection risers missing-tanks could not be inspected. If tanks have not been pumped out
within three years, they should be pumped out and risers installed now.
� Inspection pipe is located over tank baffle-can not measure solids accumulation. If tanks
have not been pumped out within three years, they should be pumped out now.
10 One or more tanks are cesspools, which means the septic system is non-compliant.
(The tanks are x] or are not [ ] vvater tight or the coaditioa is [ ] unkaown. If the tanks
are not confirmed to be watertiQht, this classification is subjact to revision.)
INFIELD CONDITION (11-14) : il
1 Drainfield is dry, no surfacing evident.
2 Some evidence of surfacing, not critical yet. Repair is not required at this time.
13 Drainfield is saturated and visibly discharging untreated effluent to the surface.
Contact the City Inspector immediately. Repair must be completed within 90 days.
14 Drainfield extent and condition unknown.
POTENTIAL FOR SYSTEM FAILURE: (system age and condition, soils, etc. ) : low
COMMENTS: In order to confirm that your septic system meets Minnesota standards, soil borings
were performed to verify a 3 foot separation between the drainfield and the seasonal water
table. The separation is 2 feet and the system is non-compliant. City Codes do not require
repair or replacement of the septic system at this time.
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Date of Inspection Se ic System Inspector
Note: In the event that this inspection report is used to satisfy the requirements for a
transfer of property, this report does not guarantee that an existing system will continue tc
function properly, but indicates the operation of the system under current conditions.
Telephone (612) 473-7357 • FAX 473-0510
CITY OF ORONO �O�
Municipal Offices O O
Post Office eox 66
Crystal Bay, MN 55323-0066 � � ON—SITE 3�WA(�S TREA'1'I�NT
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INSPECTION REPORT
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Owner• Address•
Permit �'s: Dates: QT��h Contractors:
City ordinance rnmber 100 requires that each on-site sewage treatment system in Orono be inspected on a reguler basis.
The on-site sewage treatment system at the above address has been inspected and appears to fall into the category
checked below.
(7his is � an existing system [ ] new construction>
SYSTEM CONFORMITY 1-3 :
1 "CODE SYSTEM��-A system which meets all the location, design, and construction standards of the current City
Codes, and which is operating satisfactorily by treating and disposing of the entire current sewage input
without discharging any pollutants into ground or surface waters.
2 "CONFORMING SYSTEM"-A system which does not meet all the location, design, and construction standards of the
current City Codes, but was installed according to the code in effect at the time of installation, and which
is operating satisfactorily by treating and disposing of the entire current sewage input without discharging
any pollutants into gro�xid or surface waters.
3 "NON-CONFORMING SYSTEM"-A prohibited system; a system located Within a designated 100-year floodplain; any
system which may or may not meet all the location, design, and construction standards of the current City
Codes and which is failing for any reason; .and any.system with less than 3 feet of unsaturated soil or send
between the distribution device and the lim�ting sotl characteristics.
(The limiting soit characteristic �has or [ ] has not been identified at this time. If the limiting soil
characteristic has not been identi ted, this classification may be subject to revision.)
TANK CONDITION (5-10):
Tank inspection indicates:
5 Punpout not needed at this time.
6 Solids eccunulation in tanks indicates they should be punped out this year to help prevent future problems.
7 Solids accunulation in tanks is at a critical level. Yanks should be pu�ed out as soon as possible.
8 System is discharging to the surface. Tanks must be punped out within 48 hours to eliminate surface dischar�e.
9 Inspection risers missing-tanks could not be inspected. Inspection risers (4�� dia. pipe) must be installed in each
tank at next pumpout. If tanks have not been punped out within the last three years, they should be punped
out now.
� Inspection pipe is located directly over tank baffle (does not give accurate measurement of solids accunulation>.
If tanks have not been punped out within the last three years, they should be pu��ed out now.
DRAtNFIELD CONDITION (11-14):
D�field inspection indicates:
1 Drainfield is dry, no surfacing evident.
Sane evidence of surfacing, not critical yet.
13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector
immediately. Repairs must be completed within 90 days.
14 Drainfield extent and condition unknown.
LIMITING SITE FACTORS (sloae,setbecks,etc.):
POTENTIAL POR SYSTEM FAILURE Cdeoends on soils,water table.etc.): ��J
COMMENTS:
Date o nspection ept Syst m Inspector
Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of
property, be advised that this report does not guarantee or certify that an existing system will continue to function
properlyi but is merely an opinion of the adequacy of the system under current conditions based on the available
informat�on.
This report must be kept on the premises with the system locetion arxJ p�mping records.
WHITE COPY/Inspectors File YELLOW COPY/Homeowner
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Rusty Olson's--Soil and Percolation Testing
Joseph 3. Olson--MPCA License#810
11481 Riverview Rd. NE, Hanover,MN 55341 r^t Z ��,of � - �7���
(763) 498-8779 Fax (763) 498-8290 i0 t�C�\\
November 04,2004
Future Site
John Whitman
I570 6th Ave.N
Oronq Hennepin County.
This on-site Sewage Treatment System is designed for a future Type 1 Four-bedroom home in accordance
with the Minnesota Pollution Control Agency Chapter 7080.
If this future site ever needs to be installed a variance will needed to meet city code.City code
requires a 75 foot setback from any wetland.
The seasonal satwated soils were located at 26"-46"(mottled soil). Due to the seasonally saturated soils,a
pressurized mound system will need to be installed to treat the septic ef�luent.the bottom of the treatment
area must be located at least 3'above the saturated soils.
This mound system is designed 4-1 uphill slope and 3 1/2- 1 downhill slope.
All neighboring wells are greater than ]00'from proposed treatment areas.
The existing well does not meet the 50 foot setback from the existing septic tanks
The soils at a depth of 12"have a percolation rate averaging 3 MPI.
The manifold and supply line must have back drainage to the pump chamber.The rock and fill materials
must be clean.The sod layer below the entire mounded area must be turned over.Just break up the sod and
be sure not to over work.
A new 1000 gallon lift station wilt be needed if this system is installed
Kee�ll heavy equi�ment off proi►osed se�tic site
Nothingother than g�av water,L{laundrv showers,etc) Human water and toilet tissue should be
�posed of into the septic tanks. Garbage dicposalc are not recommended Additives must not be
uced�they maX cause harmful damage toyour se tic system [t is recommended that you �umR the
tank every_year for 1 tank,ev�y two years for two tanks
Sincerely, �','�"'��?F aRONt�
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Mound Design Worksheet (For flows up to 1200 gpd)
Ail boxed recfangles must be entered,the nest wi116e calculated.
A. FLOW
Estimated 600 gpd(see figwe A-1)
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
S�tic tank capacity 2000 galbns(see figwe G1)
c an apac in a ons
Number of Minimum Capaaty with Capacity with
Bedrooms Capaaty Garb.Disp. Disp.and LiPt
2 or less 750 1125 1500
3 or 4 1000 1500 2000
5 or 6 1500 2250 3000
7,8 or 9 2000 3000 4�0
C. SOILS(Site evaluafion data)
1. Depth to restricting layer- 2.1 feet
2. Dep1h of peroolation tests= 12 im�hes
3. Texh�re sand bam
4. Soil bading ra�(see F'gwe D-33 0.79 gpol ft
peroolation rate 3 MPI
5. 96 l.ar�d Sbpe 11 %
D. ROCK LAYER DIMENSIONS
1. Mul�ply average design flrnv(A)by 0.83 to obtain requi�ed area of rock layer.Item A x 0.83=
600 gpd x 0.83 it�gpd= 498.0 ft�
2. Detertnine rodc layer width =0.83 ft�/gpd x Linear Loadin Rate LLR)(see LLR chart)
0.83 ft�/gpd x 12 = 10.0 R
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rodc layer=area divided by width=
498 fl/ 10 feet= 50A feet
E. ROCK VOLUME
1. Mulbply rock area by rodc depth to get cubic feet of rodc
498 X 1 ft= 498.0 ft3
2. Divide ft3 by 27 ft3/yd3 to get cubic yards
498.0 ft3 / 27 = 18.4 yd3
3. Multiply cubic yards by 1.4 to get weight of rodc in tons;
18.4 yd3 X 1.4 ton/yd3 = 25.8 tons
F. ABSORPTION WIDTH
1. tion width uals absorption ratio(see Figure D-33)times rodc layer width
1.5 x 10.0 R = 15.0 ft
Page 1 of 6
G. MOUND SLOPE WIDTH 8 LENGTH(Greater than 1%)
1. Downslope absorption width=abso�ption width minus rodc layer width
15 feet - 10 feet= 5 feet
2. Ca�ulate mound size
UPSLOPE
a.Dete�mine depth of dean sand at upslope edge of rodc layer=3 feet minus distance to restric6ng layer(C1)
3 ft - 2.1 ft= 1 � feet
b.Mound height at the upslope edge of rodc layer=depth of dean sand for separation(G2a)
at upslope edge plus depih of rodc layer(1 foot)to depih of cover(1 foot)
� {{+��+1 ft= 3 feet
c.Upslope berm multiplier based on land slo see figur�D-34)
Select bem�multiplier of 2.78 .
d.Upslope width=berm multiplie.r(G2c)times upslope mound height(G2b):
2.78 x 3 ft = 9.0 feet
DOWNSLOPE
e.Drop in elevation=rodc layer widtl�(D2)times peroent landslc�e(C5)/100
10 ft x 11 % /100= 1.1 feet
f.Do�mslope mound height=deptl�of dean sand for sbpe difference(G2e)
at downslope rodc edge plus the mound height at the upslope edge of nodc layer(2b)
1.10 ft + 3 ft= 4.1 feet
g.Downslope berm multiplier based on percent land slope(see Figure D-34) 5.8
h.Dovmslope width=downslope multiplier(G2g)times downslope mound height(G2�
5.8 x 4.1 = 24.0 feet
i.Select greater of G1 and G2h as the downslope width 24.0 feet
j.Total mound width is the sum of upsbpe(G2d)width plus rodc layer width(D2)plus downslope width(G2i)
9.0 ft+ 10.0 ft+ 24.0 ft= 43.0 feet
k.Total mound length is the sum of upslope width(G2d)plus rodc layer length(D3)
plus upslope width(G2d)
9.0 ft + 50.0 ft+ 9.0 ft= 68.0 feet
Final Dimensions (slope>1%) 43.0 ft x 68.0 ft
I hereby oertify that I have completed this worlc in accordance with all applicable ordinances,rules and laws
(signature) 810 (Iicense#) � ��d�date)
Page 2 of 6
� PRESSURE DISTRIBUTION SYSTEM
All boxed rectangles must be ente�ed,the rest will be cakulated.
1. Seled number of perforated laterals: 03 ���-����•«^�
,
�a..�..��.,e,o...�, , .�.
2. Seled perforation spaang= �ft �.,��.,•k
r�`t.`i ss•y��`.vi i�s_s�ia-
3. Since perforations should not be placed Goser that 1 foot to
the edge of the rock layer(see diagram),subtract 2 feet from
the rodc layer len h
50 -2 ft= 48 ft
4 Determine the number of spaces between perforations.
Divide the length(3)by perforation spacing(2)and round down to nearest whole number. .
Perforation spaang= 48 ft/ 3 R= 16
5. Number of perforations is equal to one plus the number of perforation spaces(4).
'Check figu�E-4 to assure the number of peiforations per latera/guaranfees
<1096 disdrarge variation. •
16 spaoes+1 = 17 perforations/lateral
E�Ma�dmum Number of 1/41nch pertontions E-8 Perforation Discha in GPM
laberal to uaranbee<70X discha varlatlon Head PerForations diameter
pe��p� feet inches
g�p�y 3/16 7l32 1/4
feet 1 inch 1.25 inch 1.5 inch 2.0 inch 1' 0.42 0.56 0.74
2.5 8 14 18 28 2b 0.59 0.80 1.04
3.0 8 13 17 26 5 0.94 1.26 1.65
3.3 7 12 16 25 a. Use 1.o roa ror sirple-famiy nomes.
4.0 7 11 15 23 b.Use 2.0�for a i �se
5.0 6 10 14 22
6. A Total number of perforations=perforations per lateral(5)time.s number of laterals(1).
17 perfs/lat x 3 laterals= 51 perForations
B.Calailate the square footage per perforation.
Recammended value is 6-10 sqft/perF.Does not apply to at�rades.
1. Rodc bed area=rodc width(ft)x rodc length(ft)
10 ft x 50 ft= 500 ft�
2. Square foot per perforation=Rock Bed Area/number of perfs(6)
500.0 ft� / 51 perfs = 9.8 ft�/perf
7. Detertnine requir�ed flow rate by multiplying the total number
of perforations(6A)by flow per perforations see figure E-6)
51 perfs x 0.74 gpm/perfs= 37.7 gpm _ _ ____--_ _ _____---. _ _
� R , <.F_
8. If laterals are conneded to header pipe as shown ! _ - ��� �
in Figure E-1,to select minimum required lateral � � �� � - ".
diameter,enter figur+e E-4 with perforation spacing(2)and __ " � � ,�,
, � .... ..
number of perforations per lateral(5). �Fa�••E-,:M�w��»e a E^a a�„
Select minimum diameter for perforated laterals= 2.0 inches
9. If perforated lateral system is attached to manifold pipe �E•¢�� "' '.
In Gnhr of M M�
near the center, like Figure E-2,pertorated lateral length(3) � r,„ _ -
and number of perforations per lateral(5)will be approximately : �r�;, ` _
one half of that in step 8. Using these values,select : ��= ,�,,�,
minimum diameter for perforated lateral= 1.5 inches. ` � �,
I here certify that 1 have completed this work in accordance with all applicable ordinances,rules and laws.
(signature) 810 (license#) �/ O (date)
Page 1 of 1
. .
PUMP SELECTION PROCEDURE
All boxed rectangles must be entered,the rest will be calculated.
1. Determine pump capacity:
A �ravily Diatribution
1.Minimum required discha�ge is 10 gpm
2.Ma�dmum suggested discharge is 45 gpm
For other establishments at least 10%greater than the water
supply rate,but no faster than the rate at which effluent will flow
out of the distribution device.
B. Pressure Distribution-see pressure design worksheet � �i t��otme�t SY�r�,
&pdni of�scharge
'i.t7fF:11i.ltti::
Sels�ed Pump CaPacitY: �gpm rotoi�pe
length
1n1e1 , 2A.elevatlon
2. Determine head requirements: • p;� ;; � difierence
�� ---- - �
- -
A. Elewatron differe�ce between pump and point of discharge. ,, ___ _ '
14 feet !� -------------------•------ ------
g. Speci�head requiremenY?(See Figwe-Special Head Requirements)
�5 feet Special Head Requi�ements
Gravity Distribution Oft
C. Friction bss Pressure Distribution 5ft
1. Sel�t pipe diameter �2 in
2. Enter Figu�e E-9 with gpm(1A or B)�d pipe diameter(C1)
Read fiiction loss in feet 100 feet irom Figure E-9 E-9 Frktion Loss in Plaatic Pipe
FricUon loss= 2.64 fl/100 ft of pipe per 100 R
nominal
3.De�ermine bt��pe lenglh irom pump discharge to soil system discha�ge panL Fbw Rate ' di�ter
Esbma�e by adding 25 percent to pipe�ngth for fitbng loss. gpm 1.5' 2.0' 3'
E uq ivalent pipe length times 1.25=totat piPe len9th 20 2.47 0.73 0.11
62 ft x 1.25= 77.5 feet 25 3.73 1.11 0.16
30 5.23 1.55 0.23
4.C�culate total fiction loss by multiplying fiction loss(C2) 35 6.96 2.06 0.3
by the equivalent pipe length(C3)and divide by 100. 40 8.91 2.64 0.39
FL= 2.64 ff/100R X 77.5 ft / 1�= 2.0 feet 45 11.07 3.28 0.48
50 13.46 3.99 0.58
D. Total head requirement is the sum of elevation difference(A),special 55 4.76 0.7
head requirements(B),and total fiction loss(C4). 60 5.6 0.82
14 ft + 5 ft + 2.0 ft 65 6.48 0.95
70 7.44 1.09
Total Head: 21.0 feet
3. Pump Selection
1.A pump must be selected to deliver at least 38 gpm(1 A or B)
with at least 21.0 feet of total head(2D).
I hereby oertify that I have completed this uirorlc in a000Mance with all applicable ordinanoe.s,rules and laws.
(signature) 810 (lioense#) d� (date)
Page 1 of 1
Logs of Soil Borins�s
License#810
Location or Project: 1570 6th Ave N.
Borings made by: Rusty Olson's Soil and Perc Testing Date:10/28/04
Classification System: AASHO ; USDS-USDS�CS X ; Unified ; Other
Auger used (check two): Hand ,or Power . Bucket or Probe_X_,Pit
Boring Number_1_Surface elevation_93.1_ Mottled Soil at 3.8_feet
0"-20"Dark brown sandy loam 10yr3/2 H20 present at X feet
20"-36"Brown sandy loam 10yr4/3
36"-46"Brown sandy loam 10yr5/3
46"_54"Rusty brown sandy loam to loam 10yr5/4
Boring Number 2_Surface elevation_90.7_ Mottled Soii at 2.1 feet
0"-18"Daric brown sandy loam 10yr3/2 H20 present at X feet
18"-26"Brown sandy loam 10yr4/2
- 26"-36"Rusty brown sandy loam 10yr4/4
Boring Number_3_Surface elevation_93.1 _ Mottled Soii at 2.5_feet
0-12"Dark brown sandy loam 10yr3/2 H20 present at X
12"-18"Brown sandy loam 10yr4/2
18"-30"Brown sandy loam 10yr4/4
30"-42"Rusiy brown loam 10yr5/4
. .
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Oison's Perc. starting at 10:00 A.M. On 10/29/04
Location: 1570 6th Ave N
Hole number: 1
Date hole was prepared: 10/28/04
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil te�tture
0-12" Dark brown loam 10yr312
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of infial water filling 10/28/04 At 11:00 A.M. depth of initial water fllling 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 rop in H20 Penc Rafie
10:12 10:22 6" 4 2.5
10:25 10:35 6" 3.8 �.�2.6
10:36 10:46 6" 3.7 2.7
AVERAGE PERC. RATE 2.6 MPI
' / � .
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 10:00 A.M. On 10/29/04
Locafion: 1570 6th Ave N
Hole number: 2 •
Date hole was prepared: 10/28/04
Depth of hote bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/28/04 At 11:00 A.M. depth of initial water fitling 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 De th Drop in H20 Penc Rate
10:13 10:23 6" 3.6 2.7
10:24 10:34 6" 3.5 2.8
10:37 10:47 6" 3.5 2.8
AVERAGE PERC. RATE 2.8 MPI
Page 1 of 1
Willie Gibbs
From: Willie Gibbs
Sent: Friday, October 06, 2006 10:24 AM
To: 'mpressman@minnehahacreek.org'
Subject: Message from web site:
Mike, the septic system designed by Rusty Olson did not include an area designated as a secondary septic site.
This would need to be identified on the septic design for replacement of the house, addition to the house or any
new accessory structure on the property. If you have any further questions please feel free to contact me. Willie
Gibbs.
10/6/2006
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License#810
� 11481 Riverview Rd. NE, Hanover,MN 55341 i
(763) 498-8779 Fax (763)498-8290
�
Revised October 17,2006
November 04,2004
John Whitman
1570 6th Ave.N
Orono, Henttepin County.
This on-site Sewage Treatment System is designed for a future Type 1 Four-bedroom home and future other
five bedroom system in accordance with the Minnesota Pollution Control Agency Chapter 7080.
The septic sites need a variance to meet city code.City code requires a 75 foot setback from any wetland.
The future site is an other system because it is over the top of the existing system.
The seasonal saturated soils were located at 24"-46"(mottled soil). Due to the seasonally 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.
The future site is a duel rock bed mound with non-level pressure distribution.
All neighboring we(ls are greater than 100' from proposed treatment areas.
The soils at a depth of l2"have a percolation rate averaging 3 - 10 MPI.
The existing septic tanks may be used upon approval of the local inspector.A new 1250 gallon lift station
will be needed if this system is installed. If a five bedroom system is ever installed a new 1000 gallon septic
tank will need to be installed.To meet five bedroom code.
The manifold and supply line must have back drainage to the pump chamber.The rock and till materials
must be clean.The sod layer below the entire mounded area must be turned over.Just break up the sod and
be sure not to over work.
Keep all heaw equipment off proposed septic sites.
NothinQ other than gray water,(laundry,showers, etc.) Human water and toilet tissue should be disposed of
into tlie septic tanks. Garbage disposals are not recommended. Additives must not be used;the�v cause
harmful dama�e to vour septic svstem. tt is recommended thatyou pump the tank ever�vear for 1 tank
every two vears for two tanks.
Sin rely,
� _____..___. CITY f�F ORONO
Joseph J.Olson SF.PTIC P RMI �►N�Y� �
11�ISPECTOR ���a t�,.w—'—_��
i)ATE 1�ERMIT NQ,�
Ct�-�'�raom�a ns suR��rrE�
�rrRoven�vrrt�coRR�crtorrs�as xo°ts�
NOT elPPROVEl7-��RRECT&.R�SL'9'r14T
'i'heae cammertt9 aec for your infarmation. Al61 wotk shafl bo�
in fuil coreplianso with ett sppticebto septic a�zonin�suds.
Requiremen4s inc6udang ttems not spccit"isalty aoteci ief 0ltie rev�
K66P'P13iS 3'LLAAI S6T ON SiT��T AI�.'SBt��f
.
Mound Design Worksheet (For flows up to 1200 gpd)
All boxed recfangfes must be entered,the resf will be calculated. �►��"���Y S�i�
A. FLOW
Es6mated 600 gpd(see figure A-1J
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity (— 2000 gallon�s(see figure C-1J �
ep ic an apac m a ons
Number of Minimum Capacity with Capacity with
Bedrooms Capaaty Garb.Disp. Disp.and Lift
2 or less 750 1125 1500
3 or 4 1000 1500 2000
5 or 6 1500 2250 3000
7,8 or 9 2000 3000 4000
C. SOILS(Srte evaluation data)
1. Depth to restricting layer- 2.1 feet
2. Depth of percola6on tests= 12 inches
3. Texture sand loam
4. Soil loading rate(see Figure D-33) 0.79 gpd/ftZ
Percolation rate 3 MPI
5. %Land Slope 11 %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer: Item A x 0.83=
600 gpd x 0.83 ftvgpd= 498.0 ft2
2. Determine rock layer width =0.83 ft2/gpd x Linear Loadin Rate LLR)(see LLR chart)
0.83 ft Igpd x 12 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
498 ftZ I 10 feet= 50.0 feet
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
498 X 1 ft= 498A ft3
2. Divide ft3 by 27 ft3/yd3 to get cubic yards
498.0 ft3 / 27 = 18.4 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
18.4 yd3 X 1.4 tonlyd3 = 25.8 tons
F. ABSORPTION WIDTH
1, Absorption width equals absorption ratio(see Figure D-33)times rock layer width
1.5 x. 10.0 ft = 15.0 ft
Page 1 of 6
G. MOUND SLOPE WIDTH 8 LENGTH(Greater than 1%)
1. Downslope absorption width=absorption width minus rock layer width
15 feet - 10 feet= 5 feet
2. Calculate mound size
UPSLOPE
a.Determine depth of Clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3 ft� - 2.1 ft= 1 feet �
b.Mound height at the upslope edge of rock layer=depth of clean sand for separaGon(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+1ft+1 ft= 3 feet
c.Upslope berm mul6plier based on land slope(see figure D-34)
Select berm mul6plier of 2.78
d.Upslope width=berm multiplier(G2c}times upslope mound height(G2b):
2.78 x 3 ft = 9.0 feet
DOWNSLOPE
e.Drop in elevation=rock layer width(D2)times percent landslope(C5)!100
10 ft x 11 % /100= 1.1 feet
f.Downslope mound height=depth of clean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b) -
1.10 ft + 3 ft= 4.1 feet
g.Downslope berm multiplier based on percent land slope(see Figure D-34) 5.8
h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2fl
5.8 x 4.1 = 24.0 feet
i.Select greater of G1 and G2h as the downslope width 24.0 feet
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i) �
9.0 ft+ 10.0 ft+ 24.0 ft= 43.0 feet
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)
plus upsiope width(G2d)
9.0 ft + 50.0 ft+ 9.0 ft= 68.0 feet
Final Dimensions (slope>1%) 43.0 ft x 68.0 ft
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws
� "(��J (signature) 810 (license#) ��%� i��date)
Page 2 of 6
PRESSURE DISTRIBUTION SYSTEM
AI!boxed rectangles must be entered,the rest will be cafculated.
1. Select number of perforated laterals: 03 ��•.�,..���.•�.,^^.
........... _- --_......W.........-....
..._
�-z:::.�:.:,M;�;..�:::___.._.---_ _._...__._ .,_ I
���.�rwRl A T
2. Select perforation spacing= Oft I �-,,..,.�k
i�:�:i�:�n�;/114_41/J..
3. Since perforations should not be placed closer that 1 foot to
the edge of the rock layer(see diagram),subtract 2 feet from
� the rock layer len th � �
50 -2ft= 48 ft
4 Determine the number of spaces between perforations.
Divide the length(3)by perforation spacing(2)and round down to nearest whole number.
Perforation spacing= 48 ft/ 3 ft= 16
5. Number of perforations is equal to one plus the number of perforation spaces(4).
'Check figure E-4 to assure the number of perforations per lateral guarantees '
< 10%discharge variation.
16 spaces+1 = 17 perforations/lateral
E-4 Maximum Number of 1/4 inch petforations E-6 Perforation Dischar e in GPM
er lateral to uarantee<10%discha e variation Head PerForations diameter
Perforation feet inches
Spacing 3/16 7/32 1/4
feet 1 inch 1.25 inch 1.5 inch 2.0 inch 1' 0.42 0.56 0.74
2.5 8 14 18 28 2° 0.59 0.80 1.04
3.0 8 13 17 26 5 0.94 1.26 1.65
3.3 7 12 16 25 a. Use 1.o foot tor single-tamily homes.
4.0 7 11 15 23 b.Use 2.o teet tor anything else
5.0 6 10 14 22
6. A.Total number of perforations=perforations per lateral(5)times number of laterals(1).
17 perfs!lat x 3 laterals= 51 perforations
B.Calculate the square footage per perforation.
Recommended value is 6-10 sqft/perf. Does not apply to at-grades.
1. Rock bed area=rock width(ft)x rock length(ft)
10 ft x 50 ft= 500 ftZ
2. Square foot per perforation=Rock Bed Area/number of perfs(6)
500.0 ft2 ! 51 perfs = 9.8 ft/perf
7. Determine required flow rate by multiplying the total number -
of perforations(6A)by flow per perforations see figure E-6)
51 perfs x 0.74 gpm/perfs= 37.7 gpm
8. If laterals are connected to header pipe as shown 'l�
in Figure E-1,to select minimum required lateral � • ,
��`_.
diameter;enter figure E-4 with perforation spacing(2)and .. , ,
number of perforations per lateral(5). F�c�,.E-,:Ma^�r��d�o��-a o�E^°o'Sy�,.m
Select minimum diameter for perforated laterals= 2.0 inches
9. If perforated lateral system is attached to manifold pipe ,�w,�;G�„a,,,;'�;,;,,^� •
near the center, like Figure E-2, perforated lateral length(3) � .
and number of perForations per lateral(5)will be approximately •
one half of that in step 8. Using these values, select `�'�__�
minimum diameter for perforated lateral= 1.5 inches. ' �
I here certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
�'/ (signature) 810 (license#) // } C� (date)
;J' Page 1 of 1
Unive�sity of Minnesota Pump Selection Procedure - 10125104 •
All boxed rectangles must be entered,the rest will be calculated.
o«sire
1. Determine pump capacit�r: T�e,;;Ne„R
A. Gravity Distribution P�eooRw�" -
1.Minimum required discharge is 10 gpm
2.Maximum suggested discharge is 45 gpm
For other establishments at least 10%greater than the water �
supply rate,but no faster than the rate at which effluent will flow
out of the distribution device.
B. Pressure Distribution-see pressure design worksheet so��treatrrent sys!e-�
&p ;M of dischorge
Selected Pump Capacity: 38 gpm totol p:pe fi
..���', �eng...
2A.e!evo'lon;
irdet.i:����- • difference)
2. Determine Total Dynamic Hepad P DH)� 9 p�pe�,if . �, �
�;
A. Elevatian difference between um and int of dischar e. �,�� ; I
12 feet I:;.......�._:_.._w-��"•f'------�----�-----•------ --
g, Special head requirement?(See Figure-Special Head Requirements)
�-�feet Special Head Requirements
Gravity Distrib Oft
C. Fricbon loss in supply pipe Pressure Distribution 5ft
1. Select pipe diameter �2 in
2. Enter Figure E-9 with gpm(1A o�B)and pipe diameter(C1)
Read friction loss in feet r 100 feet from Figure E-9 E-9 Friction Loss in Plastic Pipe
Friction loss= 2.64 ft/100 ft of pipe er 100 ft
nominal
3.Determine total pipe length from pump discharge to soil system discharge point. Flow Rate i e diameter
Estimate by adding 25 percent to pipe length for friction loss in fittings. 1.5" 2.0" 3"
Pi len th times 1.25=equivalent pipe length 20 �2:47, 0:73 0.11
130 ft x 1.25= 162.5 feet 25 3.73 1.11 0.16
30 523 1.55 ''0.23
4.Calculate total fiction loss by multiplying ftic6on loss(C2) 35 6.96 2.06 0.3
by the equivalent pipe length(C3)and divide by 100. 40 8.91 2.64 0.39
Friction Loss= 2.64 ftl100ft X 162.5 ft / 100= 4.3 feet 45 11.07 3.28 0.48
50 13.46 3.99 '0.58
D. Total head requirement is the sum of elevation difference(A),special 55 4.76 0.7
head requirements(B),and total friction loss(C4). 60 5.6 0.82
12 ft + 5 ft + 5.0 ft 65 6.48 0.95
70 7.44 1.09
Total Head: 22.0 feet
3. Pump Selection
1.A pump must be selected to deliver at least 38 gpm(1A or B)
with at least 22.0 feet of total head(2D).
I hereby certify that I have compfeted this work in accordance with all applicable ordinances, ru►es and laws.
(signature) 810 (license#) 10!16,'O6 (Date1
Page 1 of 1
Orrs�Ta
sew.w� future upper rock bed Job#
TRCATM6IVT -
P�coa�swwt --, ._..
University of Minnesota Mound Design Worksheet
Greater than 1°/a Siopes
a F�ow
Estimated 750 gpd(see figure A-f)
or measured i x 1.5(safety factor)= 0 igpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2250 gallons(ses figure G1)
Number of tanks/compartments 0
Effluent Filter (yes/no) yes
C•1 Septic Tank Capacity in Gallons
Number of Minimum Capacity with Capacity with
Bedrooms Capacity Garb.Disp. Disp.and L�ft
2 or less 750 1125 :1500
3 or 4 �<1000 1500 ;,�'OQD y.
5 or 6 ��' 1500 ' 2250 �3�0: �
7,8 or 9 2000 3000 40�0 . `'
�. SOILS(Site evaluation data)
1. Depth to restricting layer- 2.0 feet
2. Depth of percolation tests= 12 inches
3. Texture loam
4, Soil loading rate(see Figure D-33) 0.60 gpd/ft2
Peroolation rate 10 MPI
5. %Land Slope 12.0 %
D. ROCK LAYER DIMENS�ONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer:Item A x 0.83=
750 gpd x 0.83 ft2lgpd= 630 ftZ
2. Determine rock layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart
0.83 ft2lgpd x 12.00 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
630.0 ftZ / 10.0 feet= 63.0 ft
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
630.0 X 1.0 ft= 630.0 ft'
2. Divide ft3 by 27 ft31yd3 to get cubic yards
630.0 ft3 I 27 = 23.3 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
23.3 yd3 X 1.4 tonlyd3 = 32.7 tons
Page 1 of 5
F. ABSORPTIOA WIDTH � Absorption ratio: r 2-�
1. AbsorpGon width equals absorption ratio times rock layer width
2.p0 x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH 8�LENGTH(Greater than 1°k)
1. Downslope abso�ption width=absorption width minus rock layer width
20.0 feet - 10.0 feet= 10.0 ft
2. Calculate mound size �
UPSLOPE
a.Depth of clean sand at upslope edge of rock layer=3 feet minus distance to resVicting layer(C1)
3.0 ft - 2.0 ft= 1.0 ft
b.Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+1ft+1 ft= 3.0 ft
c.Upslope berm mulGplier based on land slope(see figure D-34)
Selected berm multiplier: 2.70
d.Upslope width=berm multiplier(G2c)times upslope mound height(G2b):
2.70 x 3.0 ft = 9.0 ft
DOWNSLOPE
e.Orop in elevation=rock layer width(D2)times percent landslope(C5)1100
10.0 ft x 12.0 °/a I 100= 1.2 ft
f.Downslope mound height=depth of clean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
1.2 ft + 3.0 ft= 4.2 ft
g.Downslope berm multiplier based on percent land slope(see Figure D-34
Selected berm multiplier:
h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2f}
0.00 x 4.2 = 0.0 ft
i.Select greater of G1 and G2h as the downsiope width 10.0 ft
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i)
9A ft+ 10.0 ft+ 10.0 ft= 29.0 ft
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)plus upslope width(G2d)
9.0 ft + 29.0 ft+ 9.0 ft= 47.0 h
Final Dimensions (slope>1%) 29.0 ft x 47.0 ft
I hereby certify that ail work has been completed in accordance with all appticable ordinances,Nles&laws.
(signature) 8�U(�icense#) �U / b (date)
Page 2 of 5
ONs�n
Scw.►oc � future lower rock bed JOb#
TRlATMlN'T
P�coo�ci►iw _,
University of Minnesota Mound Design Worksheet
Greater than 1%Slopes
A FLOW
Estimated 750 gpd(see figure A-1)
or measured ; x 1.5(safety factor)= i 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2250 gallons(see figure C-1)
Number of tankslcompartments �
Effluent Fitter (yes/no) yes
C•1 Sepdc Tank Capacity in Gallons
Number of Minimum Capacity with Capacity with
Bedrooms Capacity Garb.Disp. Disp.and Lift
2 or less -750 : 1125 �;1500
3 or 4 ;10Q0 1500 �'2000
5 or 6 '1500 7250 '3000
7,8 or 9 2000 ' 3000 4000
�, SOILS(Srte evaluation dafa)
1. Depth to restricting layer= 2.0 feet
2, Depth of percolation tests= 12 inches
3. Texture loam
4. Soil loading rate(see Figure D-33) 0.60 9Pd��
Percolation rate 10 MPI
5. °/a Land Slope 12.0 %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer;Item A x 0.83=
750 gpd x 0.83 ft�lgpd= 630 ft2
2, Determine rock layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart
0.83 ft2/gpd x 12.00 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
630.0 ftZ / 10.0 feet= 63.0 ft
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
630.0 X 1.0 ft= 630.0 ft3
2, Divide ft3 by 27 ft3/yd3 to get cubic yards
630.0 ft3 I 27 = 23.3 yd�
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
23.3 yd3 X 1.4 tonlyd3 = 32.7 tons
Page 1 cf 5
F. ' ABSORPTIONYYIDTH • Absorption ratio: 2
1. Absorption width equals absorption ratio times rock layer width
p,pQ x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH 8�LENGTH(Greater than 1%)
1, Downslope abso�ption width=absorption width minus rock layer width
20.0 feet - 10.0 feet= 10.0 ft
2. Calculate mound size
� UPSLOPE � �
a.Depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3.0 ft - 2.0 ft= 1.0 ft
b.Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+1ft+1 ft= 3.0 ft
c.Upslope berm multiplier based on land slope(see figure D-34)
Selected bertn multiplier.
d.Upslope width=berm multiplier(G2c)times upsiope mound height(G2b):
0.00 x 3.0 ft = 9.0 ft
DOWNSIOPE
e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100
10.0 ft x 12.0 % /100= 1.2 ft
f.Downslope mound height=depth of clean sand for stope difference(G2e}
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
1.2 ft + 3.0 ft= 4.2 ft
g.Downslope berm multiplier based on percent land slope(see Figure D-34
Selected berm multiplier: 4.69
h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2�
4.69 x 4.2 = 19.7 ft
i.Select greater of G1 and G2h as the downslope width 20.0 ft
j.Total mound width is the sum of upslope(G2d)width pius rock layer width(D2)plus downslope width(G2i}
9.0 ft+ 10A ft+ 20.0 ft= 39.0 ft
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)plus upslope width(G2d)
9.0 ft + 34.0 ft+ 9.0 ft= 52.0 ft
Final Dimensions slope>1%) 39.0 ft x 52.0 ft
I hereby rtify that all work has been compieted in accordance with all applicable ordinances,rules&laws.
(signature) 810 (license#) 10116/2� (date)
Page 2 of 5
oNs.T� ' Univeristy of Minnesota
S�""`oc Non-Level Pressure Ditribution Worksheet
TRawTw+arvr �
Pue�a�ewiw _ �
1. Enter each system lateral elevation and len th in order of highest to lowest elevation
Lateral 1 Elevation 97.1 ft Length of pipe 29 ft
;L'ateral2 .";Elevation 94:9 ; ft.: . Length of piPe 34 .ft.
Lateral 3 Elevation ft Length of pipe ft
_ , i.at�r��'4 , Elevation ft Length.of pipe . fk; _;� .
Lateral 5 Elevation ft Length of pipe ft i
2. Calculate change in elevation over the laterals.
Highest elevation-lowest elevation: 97.1 - 94.9 = 2.2 feet
3. Calculate the Total Head=head at orifices(either 1 or 2 ft)+change in elevation(2)
Enter 1 ft if design if for a single family home or 2 ft for anything efse(min design pressure head at perforation)
��ft + 2.2 ft = 3.2 feet
This worksheet can not be used if greater than 5 feet. Design must be modified or valving must be used to equalize flow.
4. Calculate pressure head for each lateral
1. Highest Trench Elevation(E1)the Head = 1 or 2 feet
2. For all other laterals the pressure head is calculated as 2 feet plus the change in elevation from Lateral 1.
Laterall Elevation 97.1 1.0 ft
Lateral 2 Elevation = •94.9' _ 1 + (Et,~E2] .= 1 + [ 97:1 _ 94.9 ]= 3.2 ft
Lateral 3 Elevation 0.0 0 + [E1 -E3] = 0 + [ 97.1 - 0.0 ]= 0.0 ft
Lateral 4 �ievation OA 0 + {E1 -E4] _ , ' 0 + j; 97.1 _ 0.0 ]_ - 0:0 ft
Lateral 5 Elevation 0.0 0 + [E1 -E5] = 0 + [ 97.1 - 0.0 ]= 0.0 ft
5. Determine flow rate per hole(See figure E-6).
Select a perforation diameter and the corresponding gallons per minute interpolatin as needed.
Lateral 1 Pres 1.0 Perf Diameter 7/32 = 0.56 gpm �
Lateral 2 Pres 3.2 ; Perf Diameter 7/32 = 1:00 gpm
Lateral 3 Pres 0.0 Perf Diameter = gpm
Lateral4 Pres �0:0 Perf Diameter = _ gpm .
Lateral5 Pres 0.0 Perf Diameter = gpm
6. Calcufate flow in gallons per minute for Lateral 1 -Select a spacing and enter in box.
Number of perforations=[(len th of ipe-2)lspacing]+1
[( 29 ft-2ft) / [�2 ft]+1 = 14 perforations(Check figure E-4 to make sure it is ok)
Flow=number of perforations x flow rate
14 perF x 0.6 gpm = 7.8 gpm for Lateral 1
7. Calca�lats the g�!lons per minute Qer fQot for Lateral 1
This value wil!then be used to make sure fhe gallon per minute per foot is equivalent in each lateral.
Gallons/length= 7.8 gpm / 29 ft= 0.27 gpm/ft
E-6 Perforation Dischar e in GPM E-4 Maximum Number of 1/4 inch perforations
Pressure er lateral to uarantee<10%dischar e variation
Head Perforation Diameter in inches Perf
feet 1/8 3/16 7l32 1/4 Spacing
1 0.18 0.42 0.56 0.74 feet 1 in 1.25 in 1.5 in 2.0 in
1.5 0.22 0.51 0:68 0,90 2.5 8 14 18 28
2 0.26 0.59 0.80 1.04 3A 8 13 17 26
2.5 0.29 `< 0.65 0.88 � 1.'17 3.3 7 12 16 25
3 0.32 0.72 0.98 1.28 4A 7 11 15 23
4 0.37 0.83 1.13 1:47 5.0 6 10 14 22
5 0.41 0.94 1.26 1.65
Page 1 of 2
8. Balance flows for other lengths,spacing,or size.
If you end up with a large spacing(5'is max)lower the initial spacing in#6 or the perf size in#5.
Lateral 2 GPM= length of pipe x gallons per minute per foot(7)
34.0 ft x 0.3 gpm/ft = 9.2 gpm
#of Perfs=GPM /flow rate(5.2)
9.2 gpm I 1.0 gpm= 9 #of Perfs(Check figure E-4)
Spacing=(Length-2 feet)/(Numbe�of perfs-1)
( 34 ft-2ft)/( 9 perfs- 1) = 4.0 feet ,
i i
Lateral3 GPM=length of pipe x gallons per minute per foot(7)
0.0 ft x 0.3 gpm/ft = 0.0
#of Perfs= GPM /flow rate(5.3)
0.0 gpm / 0.0 gpm = 0 #of Perfs (Check figure E-4)
Spacing=(Length-2 feet)/(Number of perfs-1)
( 0.0 ft-2ft)/( 0 perfs- 1) = 0.0 feet
Lateral 4 GPM= length of pipe x gallons per minute per foot(7)
0.0 ft x 0.3 gpm/ft = 0.0
#of Perfs=GPM /flow rate(5.4)
0.0 gpm I 0.0 gpm = 0 #of Perfs (Check figure E-4)
Spacing=(Length-2 feet)/(Number of perFs-1)
( 0 ft-2ft)/( 0 perfs- 1)= 0.0 feet E-20 Volume of l.i uid in Pi e
Pipe Diameter Liquid per foot
Lateral5 GPM= length of pipe x gallons per minute per foot(7) inches allons
0.0 ft x 0.3 gpm/ft = 0.0 1 0.045
#of PerFs=GPM I flow rate(5.5) 1.25 : 0.078
0 gpm / 0.0 gpm= 0 #of Perfs 1.5 0.11
Spacing=(Length-2 feet)/(Number of perfs-1) 2 ��h7
( 0 ft-2ft)/( 0 perfs- 1) = 0.0 feet 2.5 0.25
3 0.38
9. Calculate total gpm for system-the total GPM need from the pump 4 0.66
Lateral 1 Flow= 7.8 gpm
Lateral 2 Flow= `: 9:2 9Pm
Lateral 3 Flow= 0.0 gpm
Lateral 4 Flow= '- 0.0-:. 9Pm
Lateral 5 Flow= 0.0 gpm
Totat= 17.0 gpm X 3=51 gpm
10. Summary
Enter the minimum i e size that allows for even disfribution and the volume of li uid in the o e E-20.
Pipe Size Pipe Volume Pipe Length Total Volume Perf Size Spacing
in al/ft ft to Fill al in ft
Lateral1 1.5 0.11 29.0 3.19 7/32 , 2.0
Lateral2 1.5 0.11 34A 3J4 7/32 4.0
lateral 3 0.0 0 0.00 0.0
Lateral 4 0.0 0 0.00 0.0
Lateral 5 0.0 0 0.00 0.0
Total = 6.93 gal X 3= 21
This is the total volume to fill the laterals
Amount per pose should be 4-5 times this.
I hereby certify that I have completed this wo�C in accordance with all applicable ordinances,rules and laws
(signature) 810 (license#) 1c)�/G/Dlo (date)
Pape 2 of 2
Loqs of Soil Borinqs
License#810
Location or Project: 1570 6th Ave N.
� ;
Borings made by: Rusty Olson's Soil and Perc Testing Date:10/28104
Classification System: AASHO ; USDS-USDS-SCS X ; Unified ; Other
Auger used (check two): Hand ,or Power_, Bucket or Probe_X_, Pit
Boring Number_1_,Surface elevation_93.1_ Mottled Soil at 3.8 feet
0"-20" Dark brown sandy loam 10yr3/2 H20 present at_X_feet
20"-36" Brown sandy loam 10yr4/3
36"-46" Brown sandy loam 10yr5/3
46"-54" Rusty brown sandy loam to toam 10yr5/4
Boring Number_2_Surtace elevation_90.7_ Mottled Soil at_2.1_feet
0"-18" Dark brown sandy loam 10yr3/2 H20 present at_X_feet
18"-26" Brown sandy loam 10yr4/2
26"-36" Rusty brown sandy loam 10yr4/4
Boring Number_3_Surface elevation_93.1 _ Mottled Soil at_2.5_feet
0-12" Dark brown sandy loam 10yr3/2 H20 present at X_
12"-18" Brown sandy loam 10yr4/2
18"-30" Brown sandy loam 10yr4/4
30"-42" Rusty brown loam 10yr5/4
Loqs of Soil Borinqs
License#810
Location or Project: 1i570 6th Ave. N. �
Borings made by: Rusty Olson's Soil and Perc testing 10/11/2006
Classification System: AASHO ; USDS-USDS-SCS X ; Unified ; Other
Auger used(check two): Hand_X_,or Power , Flight, Bucket or Probe_X_
Boring Number 4_Surtace elevation_92.9_ Mottled Soil at 2.1_feet
0"-8" Dark brown loam 10yr3/2 H20 present at X_
8"-18" Brown loam 10y�4/4
18"-26" Brown loam 10yr5/4
26"-30" Rusty brown loam 10yr5/4
Boring Number_5_Surface elevation_92.9_ Mottled Soil at_2.0_feet
0"-12"Dark brown loam 10yr3/2 H20 present at_X_
12"-24" Brown sandy loam 10yr4/4
24"-30" Rusty brown loam to sandy loam 10yr5/3
Boring Number_6_Surface Elevation_95.3 Mottled Soil at_2.1 feet
0"-12" Dark brown sandy loam 10yr3/2 H20 present at_X_
12"-26" Brown sandy loam 10yr4/4
26"-30" Rusty brown sandy loam 10y5/3
Boring Number 7_ Surface elevation_95.3_ Mottled Soil at_2.5_feet
0-26" Dark brown loam 10yr3/2 H20 present at_X_
26"-30" Brown loam 10yr4/4
30"-36" Rusty brown loam 10yr4/4
Percolation Test Data Sheet
Lic.#810
� � I
Percolation test readings made by: Rusty Olson's Perc. starting at 10:00 A.M. On 10/29/04
Location: 1570 6th Ave N
Hole number: 1
Date hole was prepared: 10/28/04
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr312
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/28/04 At 11:00 A.M. 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
10:12 10:22 6" 4 2.5
10:25 10:35 6" 3.8 2.6
10:36 10:46 6" 3.7 2.7
AVERAGE PERC. RATE 2.6 MPI
Percolation Test Data Sheet
Lic.#810
� �
I �
Percolation test readings made by: Rusty Olson's Perc. starting at 10:00 A.M. On 10/29/04
Location: 1570 6th Ave N
Hole number: 2
Date hole was prepared: 10/28/04
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole: �
Depth, inches Soil texture
0-12" Dark brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10128/04 At 11:00 A.M. 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
10:13 10:23 6" 3.6 2.7
10:24 10:34 6" 3.5 2.8
10:37 10:47 6" 3.5 2.8
AVERAGE PERC. RATE 2.8 MPI
Percolation Test Data Sheet
Lic.#810
i I
Percolating test readings made by: Rusty Olson's Perc. starting at 11:05 A.M. On10/12/06
Location: 1570 6th Ave. N.
Hole number: 3
Date hole was prepared:10/11//06
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" DaMc brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/11/06 At 1:30 P.M. 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
10:18 10:48 6" 2.1 14.3
10:51 11:21 6" 2.1 14.3
11:22 11:52 6" 2.1 14.3
AVERAGE PERC. RATE 14.3 MPI
.
Percolation Test Data Sheet
Lic.#810
i i
Percolating test readings made by: Rusty Olson's Perc. starting at 11:05 A.M. On10/12/06
Location: 1570 6th Ave. N.
Hole number:4
Date hole was prepared:10/11//06
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/11/06 At 1:30 P.M. 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
10:19 10:49 6" 5.5 5.4
10:50 11:20 6" 5.5 5.4
11:23 11:53 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 MP!
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Joseph Olson D.B.A.
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License#810
II481 Riverview Rd.NE,Hanover,MN 55341
(763)498-8779 Faz(763)498-8290 ��������
Revised June 17,2014
Paul Assen JUN 2 0 2014
1570 6'�Ave.NE
Orono,Hennepin County CITY OF ORONO
This on-site Sewage Trealment System is designed for a Type lfour-bedroom home in accordance with the
Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The periodically saturated soils were located at 24-46 inches(mottled soil).Due to the periodically satwated
soils,a pressurized mound system will need to be installed to treat the septic eftluent.The bottom of the
treatment area must be tocated at least 3'above the saturated soils.
A variance from City code will be needed to be closer than 50 feet from the existing wetland.There are no
other options for this lot.State code has no setbacks from wetlands.
The existing septic system does not conform to the state code chapter 7080
All neighboring wells are greater than 100'from proposed treatment areas.
The soils at a depth of 12"have a percolation rate averaging 3-10 MPI.
The e�cisting sepric tanks may be used upon approval of the inspector.If the tanks must be abandoned and two
new 1300 gallon and 1000gallon septic tanks need to be installed.
If existing tanks may be used upon approval of the local inspector.A Darwin urecast 1500 gallon split tank
needs to be installed in reverse. Use the 1000 gallon side for the new lift station.The 500 gallon side is used
as a septic tank to meet the 2250 gallon septic capacity code.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.
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.
Nothin¢other than¢rav water.(laundrv,showers,etc.)Human water and toilet tissue should be
disaosed of into the seatic tanks.Garbase disaosals are not recommended.Additives must not be
used;thev mav cause harmful damaee to vour septic svstem.It is recommended that vou pump the
tank everv two vears for two seatic tanks.
Sincerely,
..-'� � ` �
r ��'��
Joseph J.Olson
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Mound Design Worksheet (For flows up to 1200 gpd)
AU boxed rectangles must be entered,the rest will be calculafed. ���ti►AR y Si T�
A. FLOW
Estimated 6(?0 gpd(see figure A-1)
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2000 gallons(see figure G1)
ep ic an apaci m a ons
Number of Minimum Capacity with Capacity with
Bedrooms Capacity Garb.Disp. Disp.and Lift
2 or less 750 1125 1500
3 or4 1000 1500 2000
5 ar 6 1500 2250 3000
7,8 or 9 2000 3000 4000
C. SOtLS(Site evaluation data)
1. Depth to restricting layer- 2.1 feet
2. Depth of percolation tests= 12 inches
3. Texture. sand loam
4. Soil loading rate(see Figure D-33 0.79 gpd/ft�
Percolation rate 3 MPI
5. %Land Slope 11 %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer:Item A x 0.83=
600 gpd x 0.83 ft'�gpd= 498.0 ft
2. Determine rock layer width =0.83 ft�/gpd x Linear Loadin Rate LLR)(see LLR chart)
0.83 fllgpd x 12 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rodc layer=area divided by width=
498 ft� / 10 feet= 50.0 feet
E. ROCK VOLUME
1. Multiply rodc area by rock depth to get cubic feet of rock
498 X 1 ft= 498.0 ft3
2. Divide ft3 by 27 ft3/yd3 to get cubic yards
498.0 ft3 / 27 = 18.4 yd3
3. Mulfiply cubic yards by 1.4 to get weight of rodc in tons;
18.4 yd3 X 1.4 ton/yd3 = 25.8 tons
F. ABSORPTION WIDTH
1. Absor tion width uals absorption rabo(see Figure D-33)times rodc layer width
1.5 x 10.0 ft = 15.0 ft
Page 1 of 6
G. MOUND SLOPE WIDTH 8 LENGTH(Greaterthan 1%)
1. Downslope absorption width=abso�ption width minus rodc layer width
15 feet - 10 feet= 5 feet
2. Calculate mound size
UPSLOPE
a.Determine depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3 ft - 2.1 ft= 1 feet
b.Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+1ft+1ft= 3 feet
c.Upslope berm mul6plier based on land slo e(see figure D-34J
Select berm multiplier of 2.78
d.Upslope width=berm multiplier(G2c)times upslope mound height(G2b):
2.78 x 3 ft = 9.0 feet
DOWNSLOPE
e.Drop in elevation=rodc layer width(D2)times percent landslope(C5)/100
10 ft x 11 % /100= 1.1 feet
f.Downslope mound height=depth of clean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
1.10 ft + 3 ft= 4.1 feet
g.Downslope berm mul6plier based on percent land slope(see Figure D-34) 5.8
h.Downslope widtl�=downslope mulqplier(G2g)bmes downslope mound height(G2f}
5.8 x 4.1 = 24.0 feet
i.Select greater of G1 and G2h as the downslope width 24.0 feet
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i)
9.0 ft+ 10.0 ft+ 24.0 ft= 43.0 feet
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)
plus upslope width(G2d)
9.0 ft + 50.0 ft+ 9.0 ft= 68.0 feet
Final Dimensions (slope>1°h) 43.0 ft x 68.0 ft
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws
(signature) 810 (license#) -�L�-��C��date)
Page 2 of 6
PRESSURE DISTRIBUTION SYSTEM
All boxed iecfangles must 6e entered,the rest will be ca�ulated.
1. Seled number of perforated laterals: �3 �:�.�«,.s.�..r.,�.�,.
.� .W ........_.....�
--- ��•
2. Select perforation spacing= �3 ft `�����`��"'M�'�A 3 �
I �...��..k �
i'er(.:pe<�ng x15'_gll4•.
3. Since pertorations should not be placed closer that 1 foot to
the edge of the rock layer(see diagram),subtract 2 feet from
the rock layer len th
50 -2ft= 48 ft
4 Determine the number of spaces between pertorations.
Divide the length(3)by perforation spacing(2)and round down to nearest whole number.
Perforation spacing= 48 ft/ 3 ft= 16
5. Number of perforations is equal to one plus the number of perforation spaces(4).
'Check figurs E�to assure the number of perforations per/atera!guarantees
<10%discharge variation.
16 spaces+1 = 17 perforations/lateral
E-4 Maximum Number of 1/4 inch perforations E-6 Perforation Discha e in GPM
r lateral to uarantee<10°�dlscha e varlation Head Perforations diameter
Perforation feet inches
Spacing 3/16 7/32 1/4
feet 1 inch 1.25 inch 1.5 inch 2.0 inch 1° 0.42 0.56 0.74
2.5 8 14 18 28 2° 0.59 0.80 1.04
3.0 8 7 3 17 26 5 0.94 1.26 1.65
3.3 7 12 16 25 e. Uae 1.o foot for single-famiy homes.
4.0 7 11 15 23 b.Use z.o feet tor anythin else
5.0 6 10 14 22
6. A.Total number of perforations=pertorations per lateral(5)times number of laterals(1).
17 perfs/lat x 3 laterals= 51 perforations
B.Calculate the square footage per perforation.
Recommended value is 6-10 sqft/pert. Dces not apply to at�rades.
1. Rock bed area=rock width(ft)x rock length(ft)
10 ft x 50 ft= 500 ft
2. Square foot per perforation=Rodc Bed Arealnumber of perts(6)
500.0 ft� / 51 perfs = 9.8 ft/perf
7. Detertnine required flow rate by multiplying the total number
of perForations(6A)by flow per perForations see figure E-6)
51 perfs x 0.74 gpm/perts= 37.7 gpm
8. If laterals are connected to header pipe as shown -=•'�.i%""�
in Figure E-1,to select minimum required lateral •� �� ��� '
diameter;enter figure E-d with perforation spacing(2)and � � �-'' '
number of perforations per lateral(5). !qqur�E-1:MonlbltlLooalW dlndafOrsMn " '��
Select minimum diameter for perforated laterals= 2.0 inches
9. If perforated lateral system is attached to manifold pipe �G��,�.v _ _ �,�
near the center,like Figure E-2,perforated lateral length(3) � --_
and number of perforations per lateral(5)will be approximately _ -'
one half of that in step 8. Using these values,select - . .
minimum diameter for perForated lateral= 1.5 inches. _ `w�-- ,r �
I here certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
(signature) 810 (license#) // ��' (date)
Page 1 of 1
University of Minnesota Pump Selection Procedure - 10125/04
All boxed rectangles must be entered,the rest will be calculated.
ONs�re
1. Determine um ca ac �°'"""'�`
F P P hY' TRCATMQNT
A. Gravity Distribution P"�"'"" �� �
1.Minimum required discharge is 10 gpm
2,Maximum suggested discharge is 45 gpm
For other establishments at least 10%greater than the water
supply rate,but no faster than the rate at which effluent will flow
out of the distribution device.
B. Pressure Distribution-see pressure design worksheet so�i treatmer:i system
&pUint of dischorge
;sE::
Selected Pump Capacity: �gpm total pipe 't��
iengt
iniet �`"""" '"""� 2A.etevatlon�
2. Determine Total namic Head DH �'�"�"�`"`�� �; difterence
� � � Pipe pii) �
fEf ._ ... . �:
A. Elevation difference between pump and point of discharge. ,�,�.._.............. `�
12 feet fi' ��---------------------------- ------
��R�.,,...n..,��,
B. Special head requirement?(See Figure-Special Head Requirements)
�feet Special Head Requirements
Gravity Distribution Oft
C. Friction loss in supply pipe Pressure Distribution 5ft
1. Select pipe diameter �in
2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(C1)
Read friction loss in feet r 100 feet from Figure E-9 E-9 Friction Loss in Plastic P1pe
Friction loss= 2.64 ft/100 ft of pipe er 100 ft
nominal
3.Determine total pipe length from pump discharge to soil system discharge point. Flow Rate i e diameter
Estimate by adding 25 percent to pipe fength for fiction loss in fittings. m 1.5" 2.0' 3'
Pi len th times 1.25=equivalent pipe length 20 2.47 0.73 0.11
130 ft x 1.25= 162.5 feet 25 3.73 1.11 0.16
30 5.23 1.55 0.23
4.Calculate total friction loss by multiplying friction loss(C2) 35 6.96 2.06 0.3
by the equivalent pipe length(C3)and divide by 100. 40 8.91 2.64 0.39
Friction Loss= 2.64 ft/100ft X 162.5 ft / 100= 4.3 feet 45 11.07 3.28 0.48
50 13.46 3.99 0.58
D. Total head requirement is the sum of elevation difference(A),special 55 4.76 0.7
head requirements(B),and total fiction loss(C4). 60 5.6 0.82
12 ft + 5 ft + 5.0 ft 65 6.48 0.95
70 7.44 1.09
Total Head: 22.0 feet
3. Pump Selection
1.A pump must be selected to deliver at least 38 gpm(1A or B)
with at least 22.0 feet of total head(2D.
I hereby certify that I have completed this work in acxordance with all applicable ordinances,rules and laws.
(signaiure) 810 (license#) 10/16/O6 (Date)
Page 1 of 1
ON��T!
S�waoa future upper rock bed Job#�
TRlATMENT
P�aoo�cww� `��-
University of Minnesota Mound Design Worksheet
Greater than 1°�Slopes
A FLOW
Esfimated 750 gpd(see figure A-1)
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 225p gallons(see figure G1)
Number of tanks/compartments 0
Effluent Filter (yes/no) y�
G1 Septic Tank Capacity in Galbns
Number of Minimum Capaciiy with Capacity with
Bedrooms Capacity Garb.Disp. Disp.and Lift
2 or less 750 1125 1500
3 or 4 1000 1500 2000
5 or6 1500 2250 3000
7,8 or 9 2000 3000 4000
C. SOILS(Site evaluafion dataJ
1. Depth to restricting layer- 2.0 feet
2. Depth of percolation tests= 12 inches
3. Texture loam
4. Soii loading rate(see Figure D-33) 0.60 gpd/ft�
Percolation rate 10 MPI
5. %Land Slope 12.0 �a
D. ROCK LAYER DIMENSIONS
1. Multipiy average design flow(A)by 0.83 to obtain required area of rock layer:Item A x 0.83=
750 gpd x 0.83 ft�/gpd= 630 ft�
2. Determine rock layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart
0.83 ft/gpd x 12.00 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
630,0 ft2 ! 10.0 feet= 63.0 ft
E. ROCK VOLUME
1. Multlply rock area by rock depth to get cubic feet of rock
630.0 X 1.0 ft= 630.0 ft3
2. Divide ft by 27 ft3/yd3 to get cubic yards
630.0 ft3 / 27 = 23.3 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
23.3 yd3 X 1.4 tontyd3 = 32.7 tons
Page 1 of 5
� F. ABSORPTION WIDTH Absorption ratio: 2
1. Absorp6on width equals absorption raHo times rodc layer width
2.00 x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH�LENGTH(6reater than 1%)
1. Downslope absorption width=absorption width minus rock layer width
20.0 feet - 10.0 feet= 10.0 ft
2. Calculate mound size
UPSLOPE
a.Depth o#dean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3.0 ft - 2.0 ft= 1.0 ft
b,Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+1ft+1 ft= 3.0 ft
a Upslope berm multiplier based on land slope(see figure D-34)
Selected berm multiplier: 2.70
d.Upslope width=berm multiplier(G2c)Nmes upslope mound height(G2b):
2.70 x 3.0 ft = 9.0 ft
DOWNSLOPE
e.Drop in elevation=rodc layer width(D2)times percent landslope(C5)/100
10.0 ft x 12.0 % 1100= 12 ft
f.Downslope mound height=depth of Gean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
1.2 ft + 3.0 ft= 4.2 ft
g.Downslope berm multiplier based on percent land slope(see Figure D-34
Selected berm multiplier:
h.Dovmslope width=dovmslope multipiier(G2g)times downslope mamd height(G2�
0.00 x 4.2 = 0.0 ft
i.Select greater of�1 and G2h as the downslope width 10.0 ft
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i)
9.0 ft+ 10.0 ft+ 10.0 ft= 29.0 ft
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)plus upslope width(G2d)
9.0 ft + 29.0 ft+ 9.0 ft= 47.0 ft
Final Dimensions (slope>1%) 29.0 ft x 47.0 ft
I hereby cerGfy that all work has been completed in acoordance with all applicable ordinances,rules&laws.
(signature) 810(license#) �(date)
Page 2 of 5
Loas of Soil Borin�s
License#870
Location or ProJect: 1570 6th Ave N.
Borings made by: Rusty Olson's Soii and Pe�Testing Date:10/28/04
Classification System: AASHO : USDS-USDS�CS X : Unified : Otl�er
Auger used(check two): Hand ,or Power_, Bucket or Probe X �Pit
Boring Number_1_Surface elevation_93.1_ Mottled Soil at 3.8_feet
0"-20"Dark brown sandy loam 10yt3/2 H20 present at X feet
20"-36"Brown sandy loam 10y�4/3
36"-46"Brown sandy loam 10yr513
46"-54"Rusty brown sandy loam to Ioam 10yr5/4
Boring Number 2_Surface elevafion_90.7_ Mottled Soil at 2.1 feet
0"-18"Dark brown sandy loam 10yr3/2 H20 present at X feet
18"-26"Brown sandy loam 10yr4J2
26"-36"Rusty brown sandy loam 10yr4/4
Boring Number_3_Surtace elevation_93.1 _ Mottled Soil at 2.5_feet
0-12"Dark brown sandy loam 10yi'3/2 H20 present at X
12"-18"Brown sandy loam 10yr4/2
18"-30"Brown sandy foam 10yr4/4
30"-42"Rusty brown loam 10yr5/4
Los�s of Sotl Borin�s
License#810
Location or Project: 1570 6th Ave. N.
Borings made by: Rusty Olson's Soll and Peroc tes�ng 10H 1/2006
ClassMkatlon System: AASHO : USDS-USDS-SCS X : Unifled :Other
Auger used(check two): Hand X_,or Power_,Flight,Bucket or Probe X_
Boring Number 4 Surtace elevation_92.9 Mottied Soil at 2.1_feet
0"-8"Dark brown loam 10yr3/2 H20 present at X
8"-18"Brown bam 10yr4/4
18"-26"Brown loam 10yr5/4
26"-30"Rusty brown loam 10yr5/4
Boring Number_5_SurFace elevation_92.9 MotNed Soil a�2.0_fiset
0"-12"Dark brown bam 10yr3/2 H20 pr+esent at X
12"-24"Brown sandy loam 10yr4/4
24"-30"Rusty brown loam to sandy loam 10yr5/3
Boring Number 6_Surface Elevation 95.3 Mottled Soil at 2.1 �eet
0"-12"Dark brown sandy loam 10yr3/2 H20 pres�ent at X
12"-26"Brown sandy loam 10yr4/4
26"-30"Rusty brown sandy loam 10y5/3
Boring Number 7 Surtace elevation_95.3 Mottled Soil at 2.5 fieet
0-26"Dark brown loam 10yr3/2 H20 present at X
26"-30"BroHm loam 10yr4/4
30"-36°Rusty brown loam 10yr4/4
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 10:00 A.M.On 10/29/04
Location: 1570 6th Ave N
Hole number. 1
Date hole was prepared: 10/28/04
Depth of hole bottom_12"_inches, Diameter of hole_6"inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr312
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/28/04 At 11:00 A.M. depth of infial 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 wafier depth above hole bottom during tests 6 inches
Time ime De h Drop in H20 Perc Rate
10:12 10:22 6" 4 2.5
10:25 10:35 6" 3.8 2.6
10:36 10:46 6" 3.7 2.7
AVERAGE PER . RATE 2.6 MPI
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 10:00 A.M. On 10/29/04
Location: 1570 6th Ave N
Hole number.2
Date hole was prepared: 10/28/04
Depth of hole bottom_12'_inches, Diameter of hole 6=inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Da�ic brown loam 10yt312
Me�od of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/28/04 At 11:00 A.M. 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 Automa6c Siphon
Maximum water depth above hole bottom during tesfis 6 inches
Time Time De th Drop in H20 Perc Rate
10:13 10:23 6" 3.6 2.7
10:24 10:34 6" 3.5 2.8
10:37 10:47 6" 3.5 2.8
AVERAGE PERC. RATE 2.8 MPI
Percolation Test Data Sheet
LFc.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 11:05 AM. On10/12/O6
Location: 1570 6th Ave. N.
Hole number. 3
�te hole was pcepa�ed 10l't-1l�O6
Depth of hole bottom_12"_inches, Diameter of hole 6"_inches.
Soii data from test hole:
Depth, inches Soit texttue
0-12" Dark brown loam 10yr3/2
Method of scratching side wali: Knife
Depth o#gravel in b�tom of hole 2 inches:
Date and hour of initial water filling 10/11/06 At 1:30 P.M. depth of initial water fllling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automabc Siphon
Maximum water depth above hob bot#om during tests 6 inches
Time Time De th Drop in H20 erc ate
10:18 10:48 6" 2.1 14.3
10:51 11:21 8" 2.1 14.3
11:22 11:52 6" 2.1 14.3
A PE C. RA E 14.3 MPI
Percolation Test Data Sheet
Lic.#810 �
Percolating test r�eadings made by: Rusiy Olson's Perc. starting at 11:05 A.M. On10/12/�
Location: 1570 6th Ave. N. � .
Hole number.4
Date hole was prepared:10/11//06
Depth of hole bottom_12"_inches, Diameter of hole 6"inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Daric brown toam 10yr3J2
Method of scratching side wall: Knife
Depth of gravei in bottom of hole 2 inches:
Date and hour of initial water filling 10/11/06 At 1:30 P.M. depth of infial 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 6lnches
Time Time Depth Drop in H20 erc te
10:19 10:49 6" 5.5 5.4
10:50 11:20 6" 5.5 5.4
11:23 11:53 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 PI
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C�n l�ecer�Usr• <<;, ].y��� four perco].ation holes �.•ere tested and 2
soi� borir.`s rA��en. 7:ze ersa �ras t�stod for u�e as t.he primary drain-
- field s3.te only s3nee &���iher area t�re��iou�l.y t.�sted i�•oul.d be used �s
t���e gli;eri;etF si1:e. II�cau�A oi' ti,a che.nce oS' e hi�h water t�ble, tr,e
gr�c� i�=aa +.���t.�d for a �ha?] 0��1 trencl� svst�n. `�'l:uu, t:ic aarc�l etion
i�ole4 w�r. � du�* tc s 30 �z�ch dc�-�tn t�.t 6 incnos in di aln�,t�r. The soi7
i►or+rin:� �•�ere dt�� E> incties 9.n dia,r:eter to t��A 4 foot de?�th and � inch
:�n �jia�::�ter t,� t'��e 6 fuot de�t.i�. .
,
""' 1he av��ra�;e p�rcolst3on r�te for ti�� !� hole� i�u�. 13.5 minutes
� �;er inch. '1�i� i•�oi��.d �.11ut�� � shallo1. trer�ch sysi:e��, te Ue con�tructed
.
• - if i�kie Li7.� i � ke;�t G ji.cY�e:� to t� fcot de�;� in t:�e i:�tur�il sc>il, yn
5 i;t�erce�, tor drf.►_�n will need to he insta?.led up:�l��t�o 3'r•om t:►e .�reir.-
;'1 "r� t3 to �3i ve>rt �,�norr water fror.; enterin,�, the ti�•ene}je�. '�'his drain
::ii�,il� ba �r��r_�t li, � feet tirlth a dra�ntile on tl�e b i:t;�i�; cov�red by
:•�c�: u� to i.:�,: surf'c�ce �•�Y.ere some bl.ack oirt cari be : ] �ced for turf
e:+_.ai�l3s�•����:�i.. 'l:�; s draini�.�le �'..oY.�:i.d extend arounG t'..e dr�tin2'ield and
:;:t� t � �;r,�r�� t �a �rec�li.
:'�r t�.'�� t�;ono :eci � b�droom riouse t:ie rc�qu3.rG�i' sc3�. t'reatrzer�t ares
? � r�t• � -a: t ; • :..r•,.s�r•e fe .�,. r•ecau:�e of s.�Nce 1�i��i �:et� :.r,s the tr�nches -
c�_-�� r:;l� .l� � � Ea r,o 1 >>i �er t ��an "' ." � �,. : f Z fec,t in
. ?', ie �t, i►�:z�, y. tr�„ri�:,�, , �
` t-�, �,.�, y,, , -. ,� - .• ���lr� ,. iF�ci ��;)J squ�re �'e��.t of -»er,. Ttze�e tr�_
JiC�i��' . � , .� . . n "�+.� ;-. ' }T.'. �•li�' �r ), t� �C?t C�I1tEs�� �J CE:li�:BT' BTIf� U9
, � �� . , � `'.: t: � e�:t, f r���� ti:� c:re ,k.
..
.
� e — r
'�1,�; � �� � : --::� i r�� sc:rt9C t a:�l�s �h�u�.�� be usnd ��:i ti, tha proposed
;;�>>�e. �:].] ::�►�;:t.r»r,t ;,,Ii anc� mat�.riala sr�ovld r�dt��re r�� the provfatona
uf tli�. �;z•c-n� �::-si i e sei•TH,-a i;rer:t• ,n,lt r�:�i; �s� .
If any additianal infor:�+�t3oi� i.a need�d, l,le��e contact me.
�i��ccre?,y,
}�'��;��c�:i, It'C.
��s��%l� �•
• ' . , 1�;�1�;u .�� G�iD2�B:.'RG, F. ;.
'
� �-- - -- --- -�-------__-- -- _ ----
. / � - - . � ::� ... _ '' 1
. � _.__ __ _ ,. . I
' MARK S.CRONBERG
� REGISTEREO CIVIL EN6INEER '
. � •_ � �;��3--��cf� �
' � GORDON R. COFFIN CO..INC. _
� _ [HGIHEEIIINO, fURVEYINO,rLANNIN6 � �-- . •
� ' 'O2S S.WATERTOWN ROAD
- LON6 LI,KE, MIHNEfOTA 5535E � -
' ` � .
I`� i I
.
. '
JOHI1 .i:-i� ��, .�:, ����c,r,t,��r
7.� J �'r�1�1��r� r�FJ�-11U�.��
Perco� a ti �n Resu:i.!;s
Hole iio. 1�.atcriel Percolgtion Rate
� -1 nro��=n �ai;d� LoEun 20.0 ?�iin./inch
P-2 Brown ��.ndy C] ay 1�.0
w
P-3 i3rown saj�ay I,oa-n 10.9
r'-�; }'ro�rn L�eJ,,ti ��and 8.0
�'i:e <-vPrage r_83'CCZAt;).071 rate for ti�� 1� ho1F;� i s 1=.:; :�:irr.�tes ner inch,
_, •
��ai.l Boriri�s
. h�.k 1.. �
J�nti-,(ft. '� ?:bteriei
�"). �-;).? c31�ck I�o�ir� .
��.7-?.0 �=rown '�•enu;a Loam
3.J-5.0 •�sr�n.�n �� �y I.oam
ivo �•at:�sr tal:le ��i• i2-�?;c�t� on of �aate: table after �1� l,�t�rs.
�r��� L
:e -,t.ii(ft. ) :�.ui :ri �i '
�).��-:��.�� i;rct;,� �:.oam
� -
' _ .• :� )� i T=;� F3C►S �_OQ'.�:
, � -- '.`� P�''i!!-►1) �Fifi��' 081�:
?, ,.;-:..� '?'� 1�;i ��� Q�J ? O£ilr, . .
..�; �ur :f::�le �t �,:, :'�.;,i. efi.;�r �1�. ri iars e��d r.�ottloa so� 3 <<t :�..5 rs�t.
,� r 1
JOHN WHITMAN PROPERTY
DRAINFIELD SYSTEM
ORONO, MINNESOTA
7-18-86
I met with John Whiiman this morning on the proposed drainfield site to look
at the question of the interceptor draintile. Since the driveway diverts
runoff water over to the new culvert rather than going through the original
� wide swale, the interceptor drain would not be needed. However, a small
swale about 2 feet deep should be constructed from the end of the culvert
and run to the south around the drainfield trenches to prevent the runoff
water from entering the drainfield area.
Sincerely,
PERCOR, INC.
A . ��'�-�C-�-�
Mark S. Gronberg � •
` • �
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