9.a) Uptown Sewer System Master Plan, Part 1 ,
Meeting Date: 07/19/2011
Agenda Item: t�� L�: �
City Council Agenda Report
City of Scandia
14727 209`" St. North
Scandia, MN 55073 (651)433-2274
Action Requested: Receive the Uptown Sewer System Master Plan report from Bolton
and Menk.
Deadline/ Timeline: N/A
Background: • The Council approved an agreement with Bolton and Menk for the
Uptown Sewer System Master Plan at its April 2011 meeting.
� Letters have sent to building owners and tenants served by the
Uptown system, inviting them to attend the meeting.
Recommendation: I recommend that the Council receive and discuss the report.
Attachments/ • Report
Materials provided:
Contact(s): Brian Malm, P.E., Bolton& Menk, lnc.
(507) 625-4171 ext. 1264
Prepared by: Anne Hurlburt, Administrator
(uptown sewer system report)
Page 1 of 1
07/14/11
7/19/2011
7 ntroduct►on
Uptown Was�ewater Systern • P�an ob�e�t;�es
MaStel'P�ari —Assess the current condition, perfc-mance,and
capacity of the system
—Forecast future costs of maintenance and repairs
te preperly manage:he system
City of Scandia, MN
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Introduction Existing Sy-stem Description
• Report Organizatior�
-Existing5ystem Description ' Subsurface Sewage Treatment System (SSTS)
-Existing system Evaluat�e� (New name for septic systems, MPCA initiated)
- EvaluatiOn of Future Regu�atory P.equi;e��erts -GrdVlty C0��2CtiOtl$2w2f
- Future System Replacemen;and Expans or Evzicafion -Four Pump St8ti0ns
-Operation and Mainterance�C&W;Reccmrrienca'�o�� -Fourte2n Stptic TankS(1,000-3,000 gallonsj
-Cost Estimates -Drainfield
-Wastewater Budget Rev:ev: .Gravity Fed with Drop Boxes
- Discharge Grdirance Recommenca:',ons �Nine Trench Laterals(2,Z50 ft of trenchi
�6,750 square feet of absorption area
�Small reserve drainfield adjacent to Communin Center
�,i �� !40^ft cf trench)
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Existing System Description
— J- r ��xW U�.. ■ Businesses Served
,� �,;� '¢ -Uptown Area
'� � ,s„y',.,,�, � �� �Schmitt Mall(Edward Jones,Scandia Famiiy Dental,
s,��'s
` ,�, � +�`- o�"owlm';. Scandia Hair Design,Health inwran[e�JIarL Superior
���.�_ , and Preservation.,Vdilkersoo Associates Scandia
a CFiropr� t:cCi�,nc)
� ,
�», �� �Yoga Hus
- - i � .� ? ` �P,$,BAutc
`�: ---�� �Scand:o Cz`e
'.'" �' . �".�,°^•�.M^^.�^ .Anyo Salon
, , _.; ,.: . - . ,._
' � �Scandia Veterinary Clinic
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sC L�����.UL� ,���� ��. n�..� ��� �� tic.��i�i.a N��,����x�,��_tiK ���
1
7/19/2011
Eaisting System Description E�isting System Description
■ Businesses Served ■ '�-��story
-Church -i495-Uptown Collection System and Originai 6
�Elim Lutheran Church Lateral Drainfield Constructed
�Elim Church Parsonage - i999-Community Center Connected to System
-�ommunity Center - 2001-Gammelgarden Connected to Syste,r
.Scandia Community Center,/City Hal� -1999-2001-O�iginal Drainfield Expander�r 9
�Maintenance Shop �aterals
�WarmingHouse ■ Fermit Design Flow-4,060 gpd(Washirgton
-Gammefgarden Museum
County)
�Gammeigzrden Museum and Visi!orc Center
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7/19/2011
Fipure 3.1�Totsl Annuel Flow
�a�sting Svstem Evaluation ,d�.eo._,.,,�,.,�.,
• Design flows - "
—Flow
�Average Dai!y Row;A�F;—gailons per cay(gpJ)
�I�iaximum Day Flow(MDFj—gpd
�facility Design based on ADF,but must take intc ' _ .
accountthe MDF
—Flovds measured in system by 2 methods
�VJater Meter Use
.rurr.e Sta;io�,Ever.'Coar:;er
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Figure3,2-io[alMonc'.yFlow Figure3.3 ANmge'Da:lyFlow
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Figure 3.4�Average Daily Flow Uptown Pu mp Sution
Eaisting S��stem E�-aluation
■ Design Flows �
, ;
—f�leasured Flows � I
.Vdater meter data shov,�s ADF appro>_2,OOG gpd � I '
�Vdater meter data not accurate representatior - �'!�I
• Doesn't include lnflow and infilta� n ll��� � . . .
»Flowtodrainfeldartifualp low ��� I
• Includes outdoor water use I�I l.' '� qI� I ', -
»Flow:odrefnfieldartiticiallyhigh ��.!���� � �������� (� �� ���
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�?ump station data is better representatior f ,,l �I
�80%offlow in system goes to Uptown Pump Siation ' N
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�Uptown Pump Station has Event Counters 6� 'a f F' 2
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3
7/19/2011
Existing S3�stem Evaluation Existing System Evaluation
■ Design Fiows ■ Design Flows
—Measured Flows —Measured Flo�v�.
.Data doesn't correlate well �Pump data is unreliable
�Groblems �Can't determine actual I&i mntrlb�tion
• Event munter dependent on pump-out volume �v��ater meter data neeas tC b2 7dj�5t�d:O 2C.OUnt f0'
• Pump-out volume dependent on tloat position I&I—Peaking faCtor,typiCally 4 x ADF
• =ioats�rkeiv�na�gea��,Far�zo�o,aaca p��o���cnz������zrd —Flows can be estimated using typicaf ficw rates for
`�E �``E� e�,�t`�E� :�z"`�� ����o:'�€'` similar uses MPCA Rules Ch 7080
� rr,. ���ztlan a €purnc ,g � �
--Original design flow dat�is availabie
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FiQure 3.5-Desiyn flow Comparisan
� ExiSting S��stem E�-aluation
■ Design Flows
_ —�✓iPCA Ch.?Q&0 flows are estimates onfy
: � — Jriginal Design flows are estimates only
, , —� ecommend using lNater fJ�e;er Catz`er HDF,add
�+
���eaking facter of 4 Fcr��DF
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s�,�>.utn �_�,..To _e�.,���K �N scicn:�� �� _,�-,�_._ F-,�,� .r,,_
��isting S�-stem ��-aluation
T:�ble 3.1 "
Drsi n Ra��.
,,,,,,,,,,"i`�;,���° ■ '��,tastewater Strengtn
a,��� :.,�n:,�i, .i:�.���������u:�,
eio.,J�-�un ti,.,,,�iur� —BOD—BiochemicalOxygenQemar,d—
t,i; ,,,,n�i����<i� i;��zrd ��i;�,.;,i milligrams/Iiter�mB/�)
�'"""':'=•` ��0�njid n�"'`�"� .f��easure of oxygen depletion of wastewate�
c:����„�,i,::,�a���� si_�e :us,�,i
n,�,�������,���c.���•� ��o_.� ��u,.�,i —TSS—TotalSuspendedSolids—mg/!
���:,rnu,c.H,�o„� i+'..p,t ;nx_p.� �.fJieasure of the quantity of soGds in the wastevrue�
���:�i�s•«�, '��'-fi�:v� '>':cv�� —FOG—Fats,Oils and Grease—mg/I
Itu.�I��n'u I n:A1,:i.wed Fla���< .
�'d�e�sure of the quan�ity of fats,olls,ano grease��n the
P;.�hu�_F:�:i,�i=J .,,.�_ewater
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4
7/19/2011
Fig�.e s.e-wa:cewa�e�rna,a�ce,�:c��s
xisting System E��aluation
■ Wastewater Strengt�
-Typical Values
�BOD—i40-220mg/�, >i;Gr�gii=f-'�IghSVe;gth
�755—4�-GS m�/I,>60mg/I=High Strength - �
�FOG—iD-2�r-;g/I,>25 mg/I=High Strength �
fr
e
. ._ . �-.�� " �C::, -�'"-�'1 E3�". :.` ��
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tirn'.l\iR��i_1 -.c�. _..�.�..F ��... �r.,_ !,(.:1\UL\ � � �o n, r-..K �.�
EYistinb C�-stem E�aluation Existing �ystem ���aluation
■ 'leastewater Strength ■ Compliance Inspection
-Uptown and Commuri�y Certer Tanks nave hig� -Four Issues
wa5tewater Strength �Hydraulic Performance
-Drainfield tank BOD reading may be an anomaly, • Noa�:�naBe cog,o��d o,s�rta�E watE�,���a����,
but high wastewater strength is expected building<
��ank Integrity and Safety Compliance
—Cveral!;high s?re.r;�h IS IIOt UIl2�p2Cted giV21l • Notankleakage,coversmustbesafe
:;Nsi�rea^,���__ , _...,�,-r�ercfai ki[ches�s .SoilSeparation Compiiance
3-ft ofvertical separation(i5%reduction allcm�e�'�
�Operating Permit and Nitrogen Bf�iP Cempi;3nce�r,Ot
N;;i��cabie;c;F;:., , ;e^.,
��'�` i"�i
���\I.aa..I:1 r.�c Tc>_e.�.. _..� ���= tiC,1AllL1 .�< _ -c,-__<. .F,��-_ �,
Eaisting S�-stem E��aluation E�:isting Sy°stem Evaluation
■ Compliance Inspection ■ Compliance Inspection
— Results —Results
.Hydraulic Ferformance .Aaordingto Pete 6anzel,VJzshington County
• compuam Ordinante will not require replacement,upgraoe,cr
�Tank Integrity and Safety Complian-e repair
• compiiant .Soil separation was adequate at time of desigo ano
�Soil Separation Compliance verified by County staff
• Non-compliant based on soil borings
• Soi!borings show pe�iodic satura:ior 1�'-b4"
�System is Non-Compliant
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bl:_1��«��DL�1 Ac> ,u .�,�.� �,�. ���- tiC:AAlll�l r�o�T<�..r...�r-��K ��,,
5
7/19/2011
Existir►g System Evaluation Existing System Evaluation
• Performance Issues and Problem� ■ Fprformance fssues and Probiems
-Powdered Soap - Garage floor drain,R&B Nut::
-Septic Tank Backwashing - �uaternary Ammonia
-Septic Tank Pumping�requeney ar,d Reu;�; -- 'von-sewage in septic tanks(bard-aids, rags,
I:eeping traws,etc.)
-I&I in Uptown Tank 2 -`,ecurity of tank covers(Warming Ho.;se tark;
-Siightly Elevated pH level<_-Cieaners bottles,etc.)
-Uptown Pump Tank Ficat Con`gura�ion and -�h'arming House pump tank cantroL
'imited volu�ne - �Grsonage tank surchargir��
�+'�� ��
5('.AADL! ��� �c,�,. ,r......_ �r._ •,CASil�f.�l .a��_rc.�r�a�..�.-tik �.,,-_
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Existing S3-stem E��aluation Existing System E��ti�luation
■ Performance Issues and Problems ■ Existing Drainfieid Evaluatior,
-Possible footing tile in Community Center tank -Existing drainfield absorption area=6,75C sf
-Niaintenance shop floor drains, co,-vert te ho!d!ng -Drainfield soil texture-sandy clay loam
tank -Design loading rate=0.45 gpd/sf
-Sapling trees in drainfield are2 -Design ADF of 2,026 gpd requires 4,502 sf
-7a��k access covers bu!led, not secure drainfield area
-MDF of 7,525 gpd requires 16,744 sf
_For maxi-- :ro d?y fl��r.�,d�alrfie!d is uridersized
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Ea�sting S��stem Eraluation E�isting Syst�.� E��al�ation
■ Existing Drainfiefd Evaluation ■ _r,isting Drainfield Evaluation
-Drainfield has potential to be overwhelroed or - righ strength wastewater may czuse drainfie�d tc
maximum flow days plug
-Equalization tank would hold surge flow on - ?re-treatment to reduce wastewater strength is
:naximum day and slowly meter it out ever=everai ecommended(aerobic tank,fiRer,etc.)
day5 �t�bie:hieister'�3ar�a�aerobi�pre-treatmen;un�.�;
-`i0;000 gai equalization tank required ;5iom�c�ob�cs FasT system?
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6
7/19/2011
Existing System Evaluation Existing System Evaluation
• System Life Remaining ■ System Life Remaining
—Typical septic system life is 20-years —Shortcomings in any area car cause premature
—fd;a�ny systems fall earliec maoy sy�tems las±much failure
icr,ger —Soil treatment system is a fiiter
— Life is based on —Large particles removed by septic tank
��es�gn —Pre-treatment(if present)further removes solids
.Instaliation —Remaining solids,as well as viruses and
.����y ragerr�r.� pathogens,are removed by soil
o°� '�'
.�
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E�isting System Evaluation Existing S�stem E�aluation
• System Life Remaining ■ System Life Remaining
—�ong term failure mecharism is ciogging o`:the scil —Pocus instead on what you can con±rel now
by SOIICIS �Design(modifications z<_,�ece�sar��,e.g.pre'�ea'me^c)
— Easy to teil when system has failed :�se ied�cacion of users�
—Difficult/Impossible to determine percentage of ���,�anagement(oroper o&m;
clogging at some intermediate point
—Assignin€a vaiue to remaining!ife i�.ro±possibi�
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`'.�"S' i�`i
.�5�(.-.A\��a�;F.A r�o�Tv_e��.n�-_.�< .��- - � -
� ��.��1\���a�a�:11,1 �c._,�r...>�.<�,�.. ,r.-
Eaisting System E��aluation Future Regulatar��Requirements
• "r,ecommended Improvements ■ Operating Permit
- install equalization tank(manages flows)ano pre- -Washington Coun:y�rd,r-o�-�ce no�a�requires
treatment(reduce waste strength) Operating Permit
- Replace pump controls at Warming House -��Erating P2rrYtit will r2qUire
- Raise access risers and instail new access covers o^5 tcnks .i✓,znagerr:e^;P',zr!0&N�a�
zt Community Center,3 tanks at 6ammelgarden .Compiiarce I�__
- ;nstall run time meters in Uptown Pump?ank,and .;eporting
Community Center Pump Tank �f�otificatlo^,
- Instail new,larger pump tank and pumps for Uptown P�,�mp .�Isdosure o`sv<;em'�-r:lc-
Tank `
�?rohibited discharges
- Convert Maintenance Shop tank to holding tcnk
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7
7/19/2011
Future Regulatory Requirements Future Regulatory Requirements
■ Nitrogen Treatment ■ `�itrogen Treatment
-New MPCA Rules and Washington CountY - Nitrogen is a problem in groundwater when it
Ordinance require nitrogen reduction for systems reaches an aquifer used for drinkir,�wa.er
v�ith flew>2,500 gpd - Cause<_"hlue ba6y syndrome"
-- 2,500-5,000 gpd with potential aquifer impact-
no limit,but nitrogen Best Management Practice
fBMP)must be used
- :5,000 gpd-Nitrogen must be reduced to 10
mg/I af property line, monitoring weils,testing
required
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tir.:1Al�]A t�<��T�-> . w �, �,� �� �_ .,C.A�i; �� _ .-y..t.,. _,..... ,���
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Future RegulatorY Requirements Future Regulatory Requirements
I ■ N�trogen Treatmt,�< < ';ow do we Measure Nitrogen
v4;ogen Cycle(Hc��v� �ocen Is Remove�.r.,m i�.'\v� - io=.al Kjeldahl Nitrogen(TKN; N, ����brna-Or�cni:N
.n����;riflcacion - NitraSe+Nitrite Nitrogen(NO3!NO�i
• oBa���n�croec�-�es�ce��ei�e�ompos�n�n=,a����-,����z -?�otal Nitrogen(TN)=NO3/NO2-TI:N
� Fmmonie r Oxygen i Nitrifying Bederia-)Nitrne
• rdrtnte�Nierirying Bacteria�Nltrate • Nrtrogen Sampling Results
�nenitr(flcetion —T;pical TN LevelS=50-60 mg/I
• Nitrate e Carbon Source tanoxic,no oxygen;=�.�, , ,,�_ .-_-��ttem NO3/NO2 levels all below C 2�i�/;
� ���.:trificationJDenitrificatior,reactioe is ve�. E e ._es,em TKN levels ranged from 9.5-7i.4 mg!�•.
• Flow dependent .^�--nlnfield Tank TKN=729 mg/I
• pHtlependent ..rJicates high TN levels
• lemperature depenaci�; . .
• AlkaLnity dependen! �I�,�.^,ri ication tarc!ng place in system,net uner,pectc-a
• Need car6on 5ource c,,..e.i�[�i,��...e..����c c�'ter�z�c�C s-i�,_r�..r
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.�C.1'til�ld v�.� ,c> F.....�i �,K �i.,- c(-.l\llL1 ��_Toi��i..+v--ruK i�_,c_,
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Future Regulatary Requirements Future Regulator_y Requirements
• Nitrogen Treatment ■ Phosphorus Treatment
- Adding NitrOgen Bh1F i_ncl oifricult,somev.hat expensi��� -<5,000 gpd-Phosphorus treatment not currently
(pretreatment unit sud-ss eerobic tank would qualif��) reqUlY2C1
- Reducing Nitrogen to 10 mg/I at property line can be very
d:�`�cult and expensive ->5,000 gpd�Surface water with phosphorus
.�Sepends upon ievel of natu2l soil nitrifiwtion/denitrifica:icr SLdf1C�8fC�'� Ph05(JhOfUS f2C�UCtI0i1 I'YIdY be
.Depends on existing groundwater flow and potential for d��,l_��:��r required
- �.eJa.!rg Nitrogen to 10 mgJl at end of pipe Is very -FuturC PhoSphOruS limit unlikely,treating to
di`i�c�lt,expens�ve and management incens��ve specifc end of pipe limit would be very expensive
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7/19/2011
Future System Replacement and
Expansion
■ Future System Rep'�acemert
��nt
—Soils report shows suitable area west nf existing °�"""'°'°"m" ��,«,,.��
drainfield C1e,�o�a •--'-- ,,,,�n,
—Mound system required due to soils , y--Y - V '-�' --
--'�'ri,Frr ,+�'.
— fvlound designed for 2;026 gpd would be 3'2-ft � '
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Future System Replacement and Future System Replacement and
Expansion Expansion
■ Future System Expansion ■ Future System Expansion
-Appears to be area west ano r�crtl� of exlstin€ -Subsurface water movement folfows siope of land
drainfield to expand system Co the north
—However,expanding to these areas wouid —Contour Loading Rate=Flow Rate/Systerr� Length
jeopardize the ability to replace system —Contour loadfng zte—E gal;ft
—V�'ater moves not only vertically,but aiso iateraliy
downhill
—Slope in drainfield area is apprex.5%north tc the
wetland
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9
7/19/2011
Future System Replacement aod
r -� E.xpansion
�
� Future Syster� ;-xpan�.ic�n
,,, -Stacking systems upstream of each other
mcreases the contour loading rate
. Con➢guntlon 2
,�a� J�;�c-��sc dov✓r,stream systern to overload(sec��
co�r9�.�eo�, a; of id� h,iill
. ..�ClN=600 pyC*.t pal'li
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CLR:600 qPtl-�30 9allh
SO fi
F� 1'i�;urc 5.1-Con[nur Lo:�dfnq Nute F\:�mplc I �{�
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Future System Replacement and
i � Expansion
PlanView .�,,.R�r
� � �, �°��u" �, ■ �.�_��are System Expansion
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�— — -=an t expan to t e west��vltrcut u�� ��.Zati�-�g t iai
ro �i
"" , � ��- i�„-„�,,, z-ea for system replacement
, >.,
�,o - Can't expand north of existing system because
" � =—�"=' t`,at would"stack"the systems
«R=��.,��,n� F�.�y ^�.�= qr�-� �wam* -Conciusion-system can't be expanded, additional
,�a .;sers(e.g.Hilitop Water Company Building)can't
r� added te sy�tem
F'iR�u�v�.?-Conim�r LuadinR Hitlu I�:�amplr? . ¢ -eu,in�
�'si j�"-�
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,,,�' ' Operation and Maintenance
. Recom rnendations
-- ■ GenerUl
r Pro,Fr 0&M is essentiai to maximiz^�g�vstem lifie
����� � r' y E� _ sh e ritten C&M procedures
.r �'
„� y;� "��,f�,�,��.� �� "�'" —Dec rr�ent and record G&M activities
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7/19/2011
Operation and Maintenance Operation and Maintenance
Recommendations Recommendations
■ Septic and Pump TGnks ■ Septic and Pump 7anks
-Tanks must be checked, mirimum every 3 year_ -�;Iso measure sludge in pump tanks and pump
-Measure sludge and scum,check for leaks,pump ���hen s!udee comes within 1-inch c`pumE1 Irtake
when sludge+scum is 25%of tank depth � �,
•-.4ctual pump-out frequency should be based or� _ },�_-j '�^°°�^�
measurements —
- Measure sludge+scum !egularly for next ycar _.� -
estabiish baseline for pumping frequency i-=�`�'w�.A�:
- Initial recoirmendation es�ur�;e pumping ip
tanks/year - .
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,�� '�\t.��l:� �� _ ��_, .. .� r_�_ �i,- -
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� -
Operation and Maintenance Operation and Maintenance
Recommendations Recommendations
■ Pumps and Controls • Fumps and Controls
-Check floats,contro;s, ard alarm at same time -Fiow rate used to calculate system flows
tanks are checked -Changes in pump flow rate can indicate problems
-Observe pumps for noisy operation(voitage and with pump, motor,discharge piping,va�ves or
amp check optionalj forcemain Iplug or brEat<i
-Read run time meters(event counters in interi�I � ,; -- �
.;aeallyeveryday ����'" �'r�==
�I.�inimum every week ;:�;��
.Need to estabiish actual maximum day flov4; _ �!�'�"� '�� ����
-F:,m,p-down test to measure pump flow rate- � �-� {�.�_
'�,��� � Y ti<��_,�>..:.�.,�-;-,n �''
anno II ��
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����
Operation and Maintenance Operation and Maintenance
Recommendations Recommendations
■ Soil Treatmert AreG ■ ;oil Treatment Area
—Drop Boxes —Check for surfacirg effluent
-Inspection Pipes � w„ -Remove trees
-Check drop boxe<_ '"`"==-...�'_;"�,;,M^ -!Vo vehicle traffic
-Check inspectio^ -�"-'��� � -Mow sparingly,only when dry
,^,ipes for pondir.g ��' �'i�-� F
�.;�,,`-�--�_,-. - liminate sur face runo ff across drainfield
- P o n d i n g i s i n d+c a t i on --, =.__-- � -Eliminate surface ponding(from rainfal!j cn
of system loading °�°a� " �� drairfield
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11
7/19/2011
Operation and Maintc:nance
Recommendations C ost Estimates
,.,�.�,.�
■ 0&M Task Summary � """"
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Cost�stimates Cost Estimates
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Cost Estimates Wastewater Budget Review,Enterprise
Fund and User Rate Recommendations
,,,,,,,_, • General
,,,,,,,_�`,�:��„'.:'�:��;�,�_.,���,��. —Past practice has been to total annual
, .-,,,,,�_._ � ,,,,, � . ,���. �..
" expenditures and allocate them on a percentage
'° '" basis based on water useage—billed annualty
-� '';+ —Goal is to implement enterprise fund,more
- r y traditional utility billing system
— �„'
' "' -- ,: �.,= —More predictable cests for system users
-- ---- -- "� —Annual Costs
�
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--_. __ ___._.- r. �0&M Cosis
�DebtService oe Imprevem��e�i>
i�� �►'�4
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r���rr��e �� �re
12
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7/19/2011
�'astev��ater Budget Review, Enterprise Wastewater Budget Review, Enterprise
Fund and liser Rate Recommendations Fund and User Rate Recommendations
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�� � ���
Wastewater Budget Review,Enterprise Wastewater Budget Re��iew,Enterprise
Fund and User Rate Recommendations Fund and User Rate Recommendations
• Rate Philosophy
-�YPica!system --- . ., —
�sase Rate-Covers`,��-c_: .- ,, �
JseageRate-Cove,,.ar�:a::�e.,___ ;,,� ,
-Two Options �,;'..: ';`� �""'" �.
, , .
.��'gh Base Rate,Low Use Ra c-
�_ �..„� ...�. e. .,,...„���
- -
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• Base rate covers fiKetl co<;: - � �
:- ..,.� ,,....
' USCf COSt IS IE55 IOW tlEpf�'�;:��'�' '."' „'. � -
_.
� if Flowe reduce,fixed ms� � .�, .00c�e_ ,;,, " ••
�'_ow Base Rate,High Use hate ������ �.� � � �,��
• Base 2te does not caverfixec c�r:�� ���� �� �� "' - � ��'�- � ������
• More dosel�e� 'ates pre�i 'i-^c - � �
� �
�r-� • If flow=redu e �ined cc�s: a e .. �.^� '°�
JC.�:.I)1_� .�� �_rcy� .� �-:�_,.� :���_ � .
SL 1�,1)LA _a ,.��,_ _ ��,.� ���-
-� �+�11 �� �i�ImqleRNv/�awr04:
Wastewater Budget Review,Enterprise Wastewater Budget Review,Enterprise
Fund and Lser Rate Recommendations Fund and User Rate Recommendations
- • Proposed Improvement Fir-�ar�cing
, -Total Cost-$112,000
-10-yrs,4%Interest
„��.,. ,,.° .,.;,,. -Gebt Service-$13,809
�.. ,,.�., ��� � �:���.,
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13
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t
7/19/2011
Wastewater�udget Review,Enterprise Wastewater Budget Review,Enterprise
Fund and User Rate Recommendations Fund and User Rate Recommendations
u, ,,.,� '.�� ' �;���` .'�"°�'�„
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� '
Discharge Ordinance Recommendations
■ 0,c!inance should be modified to re`lect
current conditions, billing system, reguiatior,s, �I.tCStlOil5�
e:c.
■ ��ecific recommendations are included in the
report. -resen:e�b�,
BaltOr & Nienk, InC.
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14
� � � �
1 1 1 " i ' 1
U ptow n Wa stewate r Syste m M a ste r P I a n
for
CityofScandia, MN
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Submitted Bv:
Bolton & Menk, Inc.
2035 County Road D East
Suite B
Maplewood, MN 55109-5314
July 2011 BMI Project No. N11.103386
J
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� UPTOWN WASTEWATER SYSTEM MASTER PLAN
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• City of Scandia, MN
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� JULY 2011
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� N 11.103386
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• I hereby certify that this plan,specification or report was prepared by me or under my direct supervision,and that I
• am a duly Licensed Professional Engineer under the laws of the State of Minnesota.
• �i���
� Signature: Typed or Printed Name: Brian P.Malm,P.E.
• Date 7/14/11 Reg.No. 40457
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� Ciry of Scandia—N11.103386 Page i
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk,/nc.
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• TABLE OF CONTENTS
• 1.0 INTRODUCTION .............................................................................................................. l
• l.1 Purpose and Scope................................................................................................................. 1
• ].2 Report Organization............................................................................................................... ]
• 2.0 EXISTING System ............................................................................................................. 2
• 2.1 Description of Existing Wastewater System..........................................................................2
• 3.0 EXISTING SYSTEM EVALUATION.............................................................................. 3
• 3.1 Design Flows and Wastewater Strength................................................................................3
• 32 Compliance Inspection......................................................................................................... 13
• 3.3 Performance Issues and Problems........................................................................................ 14
• 3.4 Existing Drainfield Evaluation............................................................................................. ]6
• 3.5 System Life Remaining........................................................................................................ l7
• 3.6 Recommended Improvements.............................................................................................. 18
� 4.0 FUTURE REGULATORY REQUIREMENTS............................................................... ]8
� 4.1 Operating Permit.................................................................................................................. 18
` 4.2 Nitrogen Treatment.............................................................................................................. 19
• 4.3 Phosphorus Treatment..........................................................................................................20
� 5.0 FUTURE SYSTEM REPLACEMENT AND EXPANSION EVALUATION................ 21
« 5.1 Future System Replacement Evaluation..............................................................................21
! 5.2 Future System Expansion Evaluation..................................................................................21
� 6.0 OPERATION and MAINTENANCe RECOMMENDATIONS...................................... 23
� 6.l General.................................................................................................................................23
� 6.2 Septic and PumpTanks.........................................................................................................23
� 6.3 Pumps...................................................................................................................................25
� 6.4 Soil Treatment Area(Drainfield).........................................................................................26
� 6.5 O&M Task Summary...........................................................................................................27
� 7.0 COST ESTIMATES ......................................................................................................... 28
� 7.1 General.................................................................................................................................28
� 7.2 Wastewater Treatment Improvements.................................................................................28
� 8.0 WASTEWATER BUDGET REVIEW, ENTERPRISE FUND AND USER RATE
� RECOMMENDATIONS.............................................................................................................. 31
• 8.1 General.................................................................................................................................31
• 8.2 Operation and Maintenance Cost Recommendations..........................................................31
• 8.3 User Rate Recommendations...............................................................................................32
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� City of Scandia-N11.103386 Page ii
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /nc.
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• 9.0 DISCHARGE ORDINANCE RECOMMENDATIONS ................................................. 37
• 9.1 General.................................................................................................................................37
• 9.2 Recommendations................................................................................................................37
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• LIST OF FIGURES
Figure
� Number Page
� 3.1 Total Annual Flow 5
• 3.2 Total Monthly Flow 6
3.3 Average Daily Flow 7
� 3.4 Average Daily Flow Uptown Pump Station 8
` 3.5 Design Flow Comparison l0
• 3.6 Wastewater Characteristics 12
5.1 Contour Loading Rate Example 1 22
* 5.2 Contour Loading Rate Example 2 22
• 1 Overall System Plan Appendix
• 2 Drain�eld Area Appendix
3 Community Center and Gammelgarden Appendix
� 4 Uptown Area and Church Appendix
• 5 Drainfield Area Improvements Appendix
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� LIST OF TABLES
� Table
• Number Page
• 3.1 Design Flows 11
6.] O&M Task Summary 27
� 7.1 Cost Estimate Recommended Improvements 29
� 7.2 Cost Estimate Existing Drainfield Replacement 30
� 8.1 Annual O&M Costs 31
. 8.2 Histarical Annual O&M Costs 32
• 8.3 Estimated Sewer Charges—High Base, Low Use Rate 33
• 8.4 Estimated Sewer Charges—Low Base, High Use Rate 34
� 8.5 Estimated Sewer Charges with Improvements—High Base, Low Use Rate 35
8.6 Estimated Sewer Charges with Improvements—Low Base, High Use Rate 36
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� Ciry of Scandia—N11.103386 Page iii
• Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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. APPENDIX
-Soil Boring Report and Logs
� -Rate Calculations
� -Raw Flow Data
• -Sampling Data
-Design Flow Calculations
� -Existing System Evaluation Design Calculations
� -Compliance Inspection Forms
� -As-Built Drawings of System from County Permitting Files
-Example Ordinance—Credit River Township, Scott County
� -Example Ordinance—201 System, City of Scandia
� -O&M Checklists
� -Septic Tank Maintenance Reporting Form
-Area Drinking Water Well Information
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� Cit��of Scandia—NI l.103386 Page iv
• Upion�n Waste�rater S��.stem Master Plar� Prepared b�•Bolton c�Menk, Inc.
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� 1.0 INTRODUCTION
� 1.1 Purpose and Scope
� The primary objective of the Uptown Wastewater System Master Plan is to evaluate the
� current system and to recommend a course of action to maintain the current system's
` condition, capacity and performance while planning for future repair, replacement and
� possible expansion of the system. Specific plan objectives include the following:
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� Assess the current condition, performance, and capacity of the system, including:
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• • Identify current users of the system, their wastewater characteristics, impact on the
� system, and potential for expansion or upgrade among current users
� • Estimate the impact of inflow and infiltration (I&I) on the system
� • Make recommendations for operation and maintenance to improve and preserve the
• system's condition and to extend the life of the current system
• • Review the wastewater budget and make recommendations regarding the
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. development of a wastewater enterprise fund and appropriate user rates
• Forecast future costs of maintenance and repairs to properly manage the system,
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• including:
. • Make recommendations for controlling or prohibiting undesirable discharges to the
• system and recommend implementation strategies including ordinance language
� • Prepare a description, cost estimate, and time table for future replacement of the
� system, including evaluation of the City-owned drainfield expansion site
� • Estimate the potential for growth and new service connections, including evaluating
� the feasibility of expanding system capacity
� • Assess the impact of likely regulatory changes on the system, with cost impacts
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• 1.2 Report Organization
• To adequately address the major areas that were evaluated, this report is organized into
� nine sections as follows:
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• 1. Introduction
• 2. Existing System
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� City of Scandia-NI1.103386 Page 1
� Uptown Wastewater S��stem Master Plan Prepared by Bolton &Menk, Inc.
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• 3. Existing System Evaluation
• 4. Evaluation of Future Regulatory Requirements
. 5. Future System Replacement and Expansion Evaluation
� 6. Operation and Maintenance Recommendations
� 7. Cost Estimates
� 8. Wastewater Budget Review, Enterprise Fund and User Rate Recommendations
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� 2.0 E:XISTING SYSTEM
� 2.1 Description of Existing Wastewater System
� T'he existing wastewater treatment system for the Uptown WW System is a soil based
� sizbsurface sewage treatment system (SSTS), or septic system, consisting of a gravity
� a�llection sewer with four lift stations, fourteen septic tanks ranging in size from ],000-
� gallons to 3,000 gallons, and a gravity fed drainfield with nine drop box fed trench
� laterals (2,250 ft of trench) comprising 6,750 square feet of absorption area. The system
� also includes a small four lateral (400 ft of trench) reserve/backup drain�eld located
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. acijacent to the Community Center. The collection system can be divided into four areas:
• the Uptown Area, the Church, the Community Center, and the Gammelgarden Museum.
I . Tl1e following businesses/buildings are served by the system in each area:
'i � • Uptown Area
' � o Schmitt Mall�
� o Yoga Hus
' i o R&B Auto
� o Scandia Cafe
• o Scandia Store and Deli
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• o Anyo Salon
. o Scandia Veterinary Clinic
• • Church
� o Elim Lutheran Church
+ o Elim Church Parsonage
� • Community Center
� o Scandia Community Center/City Hall
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� � Consists of multiple businesses in two buildings;Edward Jones,Scandia Family Dental, Scandia Hair Design,
• Health Insurance Mart,Superior Land Preservation,Wilkerson Associates,Scandia Chiropractic Clinic
� Ciry of Scan�dia—NI1.103386 Page 2
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk,Inc.
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• o Maintenance Shop
• o Warming House
� • Gammelgarden Museum
� o Gammelgarden Museum and Visitors Center
� The Uptown collection system and original six lateral drainfield serving the Uptown and
� Church areas were constructed in 1995. The Community Center was connected to the
� system in 1999 (presumably at this time the existing drainfield at the Community Center
� was relegated to reserve/backup status). In 2001, the Gammelgarden Museum was
• added to the system. At some point in either 1999 or 2001, the drainfield was expanded
• from six laterals to the current nine laterals. Washington County records show the total
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• pe:rmit design flow for the system to be 4,060 gpd.
• Figures 1-4 in the appendix show the configuration of the existing system.
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� 3.0 E)tISTING SYSTEM EVALUATION
� 3.1 Design Flows and Wastewater Strength
• De�sign of a wastewater treatment facility is based on two primary factars, the wastewater
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• flow and the wastewater loading or strength. Flow is typically measured in gallons per
. da.y (gpd) and the facility design is typically based on the Average Daily Flow (ADF).
� Wastewater strength typically measured based on the following parameters: Biochemical
� Oxygen Demand (BOD), Total Suspended Solids (TSS). BOD is the measure of the
� ox��gen depletion demand of the wastewater, while TSS is largely a measure of quantity
� of solids in the wastewater. Typical residential wastewater strength characteristics prior
� to any type of treatment are as follows:
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� • BODS - 270-400 mg/1
� • TSS - 300-400 mg/1
� Fol:lowing treatment in a properly sized septic tank, residential strength wastewater is
� expected to have the following characteristics:
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. • BODS - 140-220 mg/1
• TSS - 45-65 mg/1
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� City of Scandia—N11.103386 Page 3
• Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /ne.
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• F'roviding additional pre-treatment with aerobic septic tanks can reduce BOD and TSS to:
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I • • BODS < 25 mg/1
• TSS < 30 mg/1
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'', � In addition to wastewater flows and strength, wastewater contains viruses and pathogens
' � that must be removed prior to discharge. In soil based treatment systems, viruses and
' � p�athogens are naturally removed in the soil beneath the drainfield. Depending upon the
� strength of the wastewater discharging to the drainfield, and the texture of the soil
• b�eneath the system, a thickness of 1 to 3 feet of unsaturated soil beneath the system is
• r��quired to sufficiently remove viruses and pathogens from the wastewater. The distance
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• b�etween the elevation at which periodic saturation occurs (also referred to as the
� r�estrictive layer) in the soil and the bottom of the drainfield system is referred to as the
� separation distance.
� Although the City of Scandia is not currently required by permit to monitor flows for the
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• system, water use data is collected through water meter readings for billing purposes.
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� Ciry of Scandia—N11.103386 Page 4
� Uptown 4b'astewater System Master Plan Prepared by Bolton &Menk, /nc.
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• F�igure 3.l shows the total annual flow for the system based on water meter readings for
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• the entire system from 2004 to 20]0.
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, Figure 3.1 - Total Annual Flow
• (Based on Water Meter Data}
• soo 000 __ __
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• — — t Water Use Data(From Water Meter Readings)
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� City of Scandia—NI 1 J03386 Page S
• Uptown l�astewater System Master Plan Prepared by Bolton &Menk,Inc.
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• Figure 3.2 shows the total monthly flow for the system based on water meter readings for
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� • the entire system from January 2004 to June 2011.
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� Figure 3.2 -Total Monthly Flow
• (Based on Water Meter Data}
160.000 _ __ , � . _ __. _ .
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7- - 7� � T _ 7- � T - T � A _ T v T _ T � ? - A � ? - 7� � ? -
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� City of Scandia-NI1.103386 Page 6
• Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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� Figure 3.3 shows the ADF based on water meter readings for the entire system from
• January 2004 to June 2011.
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� Figure 3.3-Average Daily Flow
� (Based on Water Meter Data)
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• m n � n `m Q � n `m `o_ � � `m n � a m a � � r`o n � � `m `o_ � � m a
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C C C C C C C C
^D O ry O N O N O N O N O N O N
•
� As the figure indicates, ADF based on water meter data is in the 2,000 gpd range.
� However, water meter data is not always an accurate representation of wastewater flow.
� Water meter data will not indicate whether the system is receiving inflow and infiltration
� (I&I) (clean surface water or groundwater entering the system). In addition, water meter
� data also includes exterior water use (e.g. lawn watering) which does not contribute flow
� to the sewer system. A better measure of wastewater flow is flow data from pumping
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• stations.
� Of the four pumping stations in the system, the Uptown pump station receives the
� majority of the flow from the system (80%). The Uptown pump station control panel
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� City of Scandia—N71.103386 Page 7
• Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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• includes event counters, which record each time the pumps turn on. If the pump-out
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• volume for each pumping event is known, the event counter readings can be used to
• estimate flow to the pump station. Figure 3.4 shows a comparison of the water meter
� flows and the pump station flows for the Uptown pump station.
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� Figure 3.4 - Average Daily Flow Uptown Pump Station
� 8,�
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• 3� ,___ 'i i_ �_� t_ I { ;_ ' f __� —Average Daily Flow Meter Data(gpd}
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• As the figure shows, the data does not correlate very well, and little conclusion can be
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• drawn from the pump data. There are two likely reasons the data is unreliable. First,
, calculation of flow based on event counters is dependent on the pump-out volume. The
� pump-out volume is set based on the distance between the on and off float in the pump
� station. If the pump-out volume is known for the entire reporting period then the flows
� should be accurate. However, if the float positions have changed over time and the
� current pump-out volume is different than in the past, then the flows can't be calculated
� accurately. Figure 4.2 assumes that the pump-out volume was constant over the 7-year
� reporting period. However, we understand the one of the pumps was changed out in the
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� Ciry of Scandia-N11.103386 Page 8
� Uptown Wastewater System Master Plan Prepared by Bolton&Menk, Inc.
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• fall of 2010. Given that the floats are tied to the pump discharge piping, it is likely that
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� the pump-out volume was changed at that time. This would make all of the data prior to
` that invalid. The second likely reason the data is unreliable is that the event counter
� method of ineasuring flow does not take into account the fact that water is often flowing
� into the pump station during pumping events at variable rates. This makes the actual
I � pump-out volume impossible to calculate with event counters. A more accurate method
I � of ineasuring flows in a pump station is to incorporate elapsed time meters (ETM's).
, � ETM's record the amount of time each pump runs in minutes. Since the flow rate of the
S pumps in gallons per minute (gpm) can easily be calculated and does not significantly
• change over time, the total flow pumped from the station can be accurately calculated.
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� Since the pump data for the largest portion of the system is not reliable, it is difficult to
� determine whether I&I in the system is signi�cant. Based on our on-site observations,
, experience with collection systems of this type, as well as the observations of City staff,
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• we suspect that there is some I&I contribution to the system, and the flow calculations for
' • any replacement or expansion of the system should take this into account. This is
� typically done by applying a peaking factor(typically 4) to the measured ADF flows to
� obtain a Maximum Day Flow (MDF).
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• In addition to the water meter flow data for the system, we also have the original design
• flow data. In the absence of ineasured flow data, MPCA rules Chapter 7080 for SSTS
� require that flows be estimated using typical flow rates for similar businesses. Figure 3.5
� show the design flow rates for the system using the original design data, 2010 measured
� flows, and Chapter 7080 estimated flows.
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� Ciry of Scandia-N11.103386 Page 9
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, lnc.
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� Figure 3.5 - Design Flow Comparison
• i2,000
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n
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° 6.000 . t _ {_ _ _— a
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• � � ■Original Design Flow
� . ... ... . N .__ ... .. .n �... . ,. rv ��� m I
m o � o � � �2010 Measured Flow
2,000 � ry , o ,a
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• �. � r' m � o ��� � � o o ........ ■Ch 7080 Estimated Flow
N Q � . rv � � � � , ry O � ,
�D
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• As the figure shows, there is a significant difference in the flow for each scenario. Since
� both the original design flow, and the Chapter 7080 flows are purely estimates, we will
� use the measured flows as a basis for the calculations in the remainder of this plan as
� follows:
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� Ciry of Scandia—N11.103386 Page 10
� Uptown Wastewater System Master Plan Prepared by Bolton&Menk, Inc.
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� Table 3.1
� Design Flows
� Uptown WW System
� Average Daily Maximum Day
• Flow (ADF)* Flow (MDF)**
• Uptown & Church 1502 gpd 6010 gpd
� Parsonage 150 gpd 600 gpd
• Gammelgarden 51 gpd 205 gpd
Community Center 180 gpd 720 gpd
� Warming House 142 gpd 568 gpd
� Total System 2026 gpd 7535 gpd
� *Based on 2010 Measured Flows
� ** Peaking Factor=4
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i As previously mentioned, in addition to flow, wastewater strength is a significant factor
• in the design of a wastewater treatment system. In order to determine the wastewater
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• strength, samples were taken throughout the system and sent to a lab for analysis. The
• samples were analyzed far BODS, TSS, Fats Oils &Grease (FOG), Nitrate + Nitrite
• Nitrogen, Total Kjeldahl Nitrogen (TKN), Dissolved Oxygen (DO), pH, and
� Temperature. Figure 3.6 shows the results for BOD, TSS, and FOG for each tank
� sampled, as well as the flow associated with each tank.
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� Figure 3.6 - Wastewater Characteristics
• ■CBODjmg/Ij ^ 2,000
• ■T55(mg/I) � �.
• FOG(mB�l _ _ __ _ - _ _ __- -�- _' 1,800
• ■2010 Average Daily Flow to Tank(gpd) ~ ,
• o o D o 1,600
• _ ___ _ __ _ _ _ _ _ _ � 1,400
•
� _ _ _ _ _ _ _ _ __ _ __ __ _ 1,200 �
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• __ O
_ _ __. _ _ _ - - : 1.000 "_
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• ~
0
• _ _ _ ;. 800 �
_- _ __ __ _ _ _ _ _ _ _ _ �i
• I
_ _ __ _. _ _ _ _-- N -._.._- i 600
• I
• _. _ -- --_ _ _ __ _ - -_ _. __ . - __ _ _ _ - - 400
� � � m N
• � � m � � �
fV . �K.. .. ...N..ti..Q . .. .. ..... � ....... � ...
ResidentialStrength<=170mg/I � . � '� 200
• K+ '" k � o � �n^ " � � ro
ry�,y ti U1 �ll V I�
ResidentialStrength<=5pmg/I .,. �
• Residential5trength<=25mg/I �.. ___ - � ._,.._ __ ..___ __.� . �
• Uptown Pump Uptavn Fump Uptown Tank 1 Uptown Tank 2 ParsonageTank Gammelgarden Community Community DrainfieldTank
Tank(48" Tank(48'" (3,OOOgal) (1,200ga1) (],OOOgaI) Tank1(1,000 CenterTankl Center7ank2 1(1,SOOgalj
Diameter) Diameterl gall (1,SOOgaI) (1,SOOgalj
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� All of the samples with the exception of the Uptown Pump Tank were taken on 6/1/11
• and 6/14/l 1. The Uptown Pump Tank samples were taken on 10/1 l/]0 and 4/l9/11. As
• the figure shows the overall wastewater strength for the Uptown tanks and Community
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• Center tanks are elevated. We understand that the Uptown tanks were pumped on
• 5/23/l 1,just prior to sampling. This may account for the lower waste strength levels in
� the Uptown Tank 2. The extremely elevated BOD level in the Drainfield Tank is cause
� for concern. Additional sampling is recommended to verify that the result is not an
� anomaly. Overall, the elevated waste strength is not unexpected given the nature of the
� wastewater sources which include commercial kitchens.
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� TKN levels for the samples ranged from 9.5 to 77.4 mg/1 with the Drainfield Tank
� sample (representing the flow from the entire system) yielding a result of 72.9 mg/1. All
� of the nitrate+nitrite levels were all less than 0.2 mg/1. TKN added to the nitrate+nitrite
+ levels yields Total Nitrogen. Total nitrogen levels in residential strength septic tank
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� City of Scandia—N11.103386 Page 12
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� effluent are typically in the 50-60 mg/1 range, so the level at the Drainfield Tank is
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• elevated. The low nitrate+nitrite level is not unexpected as the wastewater is not aerated
• at any point in the system. Further discussion on nitrogen levels is included in Section 4.
� 3.2 Compliance Inspection
• As a part of our field investigations completed on 6/1/11 and 6/14/11, we completed a
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• compliance inspection for the system in accordance with MPCA rules and Washington
• County Ordinance. A copy of the compliance inspection form is included in the
� appendix. MPCA rules dictate that four issues be addressed in a compliance inspection:
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• • Hydraulic Performance
• o The system must not allow sewage to discharge to the ground surface, a
� tile, or surface waters. In addition, the system must not cause sewage to
� back up into a dwelling or establishment.
� • Tank Integrity and Safety Compliance
� o Septic tanks in the system must not constitute a seepage pit or leak below
� their designed operating depth. In addition, tank covers and maintenance
! access holes must be structurally sound and not allow someone to fall into
• the tank.
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� • Soil Separation Compliance
• o For systems constructed prior to April 1, ]996 and not in Shoreland or
� Wellhead Protection Areas, the system must have 2-ft of vertical
� separation from periodically saturated soil. For systems constructed after
� April 1, 1996 or system in Shoreland or Wellhead Protection Areas, the
� system must have 3-ft of vertical separation (15% reduction allowed in
S Washington County Ordinance).
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• � Operating Permit and Nitrogen BMP Compliance
• o If the system has an Operating Permit or Nitrogen BMP, it must be in
� compliance with the provisions of the permit and the BMP must be
� properly operating.
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• Our review of the drainfield area did not reveal evidence of surfacing sewage or any tile
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� or surface water outlet. All of the tanks were inspected prior to pumping and video
• inspected following pumping, and there was no evidence of leaking. The system does not
• have an Operating Permit or Nitrogen BMP device, so on three of the four issues the
� system is compliant. However, the soils investigation revealed that the drainfield
� (portions of which were constructed after April 1, 1996) does not have the required 3-feet
�� � of vertical separation. According to the soil borings and soils report included in the
�' � appendix, borings 1-7 (shown on Figure 2), which were completed on the perimeter of
� the drainfield, reveal depths to periodic saturation ranging from 12" to 34". Since the
• drainfield is a below grade trench system it is not possible for the system to have the
• required 3-ft separation. Therefore, according to MPCA rules, the system is non-
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• compliant. However, since the system is permitted through Washington County, Chapter
• 4 of the Washington County Ordinance controls. According to Pete Ganzel at
� Washington County, paragraph 4.3(9) of the Ordinance would apply to this situation.
� Since the system is not an imminent threat to public health, was constructed under a
� permit issued by the County, and the vertical separation was verified at the time of
� installation, the County will not require the system to be upgraded, repaired, or replaced.
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� 3.3 Performance Issues and Problems
� Based on our field observations completed on 6/1/1 1 and 6/14/1 l, review of existing data
� provided by the City and County, and discussions with City staff, following is a summary
� of performance issues/problems with the existing system:
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� • Uptown Tank 1 has large chunks of soap in it. This is likely the result of
! powdered soap use in one of the upstream users. Users should switch to non anti-
� bacterial liquid soaps to prevent this.
• • Septic tank pumping has not always included backwashing. Backwashing the
• tank is essential to ensure maximum removal of sludge and scum from the tank.
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• • Frequency of septic tank pumping appears to be random, with little or no
• documentation or record keeping. Sludge and scum in the tanks should be
• measured on a regular basis and a regular pumping schedule should be developed
� based on sludge and scum measurements.
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• � Uptown Tank 2 shows evidence of possible I&I. Relatively high dissolved
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� oxygen levels in the tank, considerably reduced wastewater strength compared to
• upstream tank indicate possible surface water inflow. Upstream connections
� should be checked for possible roof drain or footing tile connections.
� • Slightly elevated pH levels in all tanks may be an indication of excessive use of
� ammonia or cleaners. Users should minimize use of ammonia and cleaners or
� switch to more septic friendly alternatives.
• • F7oat system in Uptown Pump Tank is in a strange configuration. The high water
• alarm is disabled and the high water/lag pump float is set at the same elevation as
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• the off float. This may have been done on purpose to force dual pump operation
• on every pump cycle rather than the standard alternating pump arrangement to
. maximize the flow rate. If the pumps are undersized for the peak flow rates, they
� should be replaced with larger pumps capable of pumping the required flow rate
� and the float arrangement should be returned to a standard three float
� arrangement. The volume of this tank is very limited as it is a standard 48-inch
� diameter manhole rather than a pump tank. This can cause the pumps to cycle
� frequently which increases wear and tear on the pump. A larger pump tank is
• recommended.
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• • Garage floor drains from houses or vehicle maintenance facilities are prohibited
• by MPCA and EPA. R&B Auto is a vehicle maintenance facility and has a floor
+ drain in the service area that has been temporarily/manually plugged. The
� integrity of this plug should be verified and if necessary, the floor drain should be
� permanently plugged.
� � The Scandia Store/Deli uses quaternary ammonia for disinfection of dishes and
� utensils. Quaternary ammonia is especially hard on septic systems as it kills the
• bacteria necessary for proper wastewater treatment in the septic tank. The Deli
• should switch to a more septic friendly disinfectant such as chlorine or iodine.
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� • A few of the septic tanks observed had a proliferation of band aids, rags, straws
• and other non wastewater items in them. Septage from septic tanks is pumped by
• licensed maintainers and either land applied at approved sites or delivered to
� municipal wastewater treatment plants. The presence of such non wastewater
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• items in the septage presents a problem for disposal. Users should avoid flushing
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• non wastewater items down the drain.
• • The Warming House pump tank cover is not secure and it appears that youths
� using the adjacent skating rink have been tampering with the cover and dumping
� bottles and other trash in the tank. The tank cover should be secured to prevent
'I � tampering.
' � • The Warming House pump tank controls are outdated and include a junction box
�I � located inside the pump tank. The junction box is covered in roots and the pump
� tank itself is experiencing severe root intrusion. The pump tank controls should
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• be replaced with an updated control panel.
• • The Parsonage Tank showed evidence of surcharging. If the residents of the
• home report that sewage backup has occurred in the past or is a problem, tank
� maintenance frequency and water use should be evaluated, and the City should
� consider installing a high water alarm on the tank.
� • A strange, small diameter(2") ABS pipe appears to be discharging into
� Community Center Tank 2. The source of this pipe should be investigated and if
� it is a clear water source, the pipe should be re-routed.
• • The Maintenance Shop tank appears to be connected to floor drains inside the
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• shop. Since this would constitute a prohibited discharge, and staff reports water
• use in the shop is minimal, this tank should be disconnected from the system and
� be used as a holding tank.
� • The sapling trees growing in the drainfield area should be cut as their roots have
� the potential to clog the drainfield pipe.
� • Access covers to several of the septic and pump tanks at the Community Center
� and Gammelgarden sites are buried and are not secure. The covers should be
• raised and new castings should be installed to prevent accidental or unauthorized
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• access to the tanks.
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� 3.4 Existing Drainfield Evaluation
� As discussed in Section 2, the existing drainfield is a gravity fed trench drainfield system.
� There are nine drop boxes feeding 4-inch perforated pipe laterals bedded in rock. The
• total drainfield length is 2,250 ft. It is assumed that the trench width is 3-ft and that there
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• is 12-inches of rock beneath the pipes. This equates to 6,750 sf of drainfield trench area.
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� Based on the soils repart, the soils in the drainfield area are variable in texture, with a
� layer of sandy clay loam being the most limiting condition. This soil texture relates to a
� design loading rate of 0.45 gpd/sf. For the ADF of 2,026 gpd, the required drainfield area
� is 4,502 sf. Therefore, for the average daily flow, the drainfield has adequate capacity for
� treatment. However, at the MDF of 7,535 gpd, the required drainfield area is 16,744 sf.
� Therefore, for the maximum day flow, the drainfield is undersized.
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� If pre-treatment were added to the system, the wastewater loadings would be reduced and
� the design loading rate would go up to 0.60 gpd/sf. At the MDF this would reduce the
� required drainfield area to ]2,558 sf, which is still larger than the existing drainfield size.
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. This tells us that during most days, the drainfield is of adequate size to serve the existing
� system. However, there are days when the flow rates have the potential to overwhelm the
� drainfield. To prevent this, and equalization tank is recommended to store the additional
� flow and slowly meter it out when the flow rate is reduced. The required equalization
, tank size for the system is 10,000 gallons. The equalization tank would include pumps
� and a control panel that would allow the drainfield to be dosed with a timer at regular
• intervals, which will prevent overloading the drainfield.
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� In addition, as noted above, the strength of the wastewater flowing to the drainfield is
� high. This may cause the drainfield to plug prematurely. A pre-treatment unit such as an
• aerobic tank is recommended to reduce the BOD and TSS levels prior to discharging to
� the drainfield.
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� 3.5 System Life Remaining
� A typical septic system is expected to have a design lift of 20-years. This figure is often
• debated, and for good reason as there are many systems that fail earlier than 20-years,
• and there are many systems that last longer than 20-years. The reasons for this are many.
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• The life of a septic system is dependent upon four main factors; design, installation, use,
• and management. If a system is designed properly, installed properly, used properly, and
� managed properly it can be expected to last for at least 20-years, and likely much longer.
� A shortcoming in any of these four factors may cause a system to fail prematurely.
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� City of Scandia—N11.103386 Page 17
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• A soil based treatment system is basically a�lter. Large particles are removed from the
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� wastewater by the septic tank. Further removal of solids may occur in pretreatment
� devices such as aerobic tanks or engineered filters if they exist. Final treatment of the
� wastewater occurs in the soil itself. Ultimately, the long term failure mechanism in a soil
� based treatment system is clogging of the soil by the remaining solids discharged to the
� soil. Obviously when a system is completed clogged, it is easy to diagnose because the
� system will not accept water. However, it is difficult, if not impossible to determine to
� what percentage a system is clogged at some intermediate point in its life cycle.
• Therefore, assigning a value to the remaining life of a system is really not possible.
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� It is possible to tell whether a system was designed and installed properly, and it is
� possible to tell whether a system is being used and maintained properly. If there are
� shortcomings in any of these areas they can and should be corrected to maximize the
� remaining life of the system.
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� 3.6 Recommended Improvements
� To address the some of the more pressing issues highlighted in Sections 3.1 and 3.2 we
� recommend that the following improvements to the existing system be considered:
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r • Install equalization tank and aerobic pre-treatment unit at the existing drain�ield
I � • Replace the pump controls at the Warming House pump tank
II • • Raise access risers and install new access covers on six tanks at the Community
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• Center and three tanks at the Gammelgarden
. • Install run time meters in the control panel for the Uptown Pump Tank and the
• Community Center Pump Tank
� • Install new, larger pump tank and pumps for the Uptown Pump Tank
� • Convert the Maintenance Shop tank to a holding tank
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� 4.0 FUTURE REGULATORY REQUIREMENTS
� 4.1 Operating Permit
� In 2009, Washington County adopted a new SSTS ordinance which incorporated the new
� MPCA SSTS rules. A significant new part of this ordinance is the requirement that
� systems serving food, beverage, or lodging establishments that discharge high strength
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� City of Scandia—N11.103386 Page 18
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• waste to the soil obtain an Operating Permit from the County. The Operating Permit
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• must include:
� • System maintenance requirements, including frequency of maintenance
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• • Operational requirements
• • Compliance limits and boundaries
• • Reporting frequency
� • Requirement that permittee notify the County when the permit requirements are
� not met. Corrective action must be taken as directed by the County
� • Disclosure of the location and condition of the soil treatment system
• • A stipulation of acceptable and prohibited discharges
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• As a part of the Operating Permit, a Management Plan detailing the necessary operation
• and maintenance requirements far the system will need to be developed.
� 4.2 Nitrogen Treatment
, The recently updated MPCA Rules and Washington County ordinance include provisions
� for nitrogen reduction in septic systems with design flows greater than 2,500 gpd.
• Systems with design flows between 2,500-5,000 gpd that have the potential to impact the
, water quality of an aquifer(including shallow private well aquifers) are required to
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', � employ a nitrogen reducing best management practice (BMP). For these systems there is
I • no nitrogen limit,just the requirement to install a nitrogen reduction device. Systems
• with design flows greater than 5,000 gpd are required to reduce nitrogen levels such that
� the total nitrogen level at the system property boundary does not exceed l0 mg/1.
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. Nitrogen exists naturally in wastewater in two forms, organic nitrogen and ammonium.
. Ammonium is created through the bacterial decomposition of organic nitrogen. When
� wastewater is aerated (air is added), niMfying bacteria converts the ammonium to nitrite
� and then nitrate. Full conversion from nitrite to nitrate is dependent upon an adequate
� amount of nitrifying bacteria and enough air. If the wastewater is then placed in an
� anaerobic (lack of air) environment and if enough bacteria is present, the nitrate will be
� converted to nitrogen gas, which will naturally disperse. This conversion of ammonium
� to nitrogen gas is referred to as the nitri�cation/denitrification process. Unfortunately,
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• although partial nitrification occurs fairly regularly in wastewater collection and
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� treatment systems, including septic systems, full nitri�cation and denitrification is
� difficult to achieve. It is dependent upon several factors including, but not limited to
� temperature, alkalinity, pH, bacteria, and flow rate. Achieving denitrification often
� requires the addition of chemicals such as methanol, ethanol, or other proprietary carbon
� sources.
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. As noted in Section 3, total nitrogen levels for the system were 73 mg/1, and
` nitrate+nitrite levels were less than 0.2. Literature suggests that typical effluent total
� nitrogen concentrations for residential septic tank effluent are in the range of 50-60 mg/1.
� While some nitrification/denitrification may occur naturally in the soil and some dilution
� from upgradient groundwater may occur , given the high total nitrogen concentration and
� lack of nitrification currently occurring in the system, significant reduction in nitrogen
• levels for the system will likely require some level of nitrogen treatment.
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� If, as a part of the new operating permit requirement, Washington County requires that
� the system comply with the new ordinance nitrogen requirements a nitrogen BMP may be
• required. If it is determined that the system may have an impact on the water quality of
• an aquifer, and given that the design flow is greater than 2,500 gpd and less than 5,000
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i gpd, a nitrogen BMP, such as an aerobic treatment device, would be required.
� If design flows increase above the 5,000 gpd mark, or if more stringent groundwater
• monitoring well or end of pipe regulatory limits are enacted, a full
• nitrification/denitrification treatment system may be required.
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� 4.3 Phosphorus Treatment
• Current regulations only require phosphorus treatment when a system with a design flow
� over 5,000 gpd has the potential to impact a surface water with a phosphorus standard in
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• place. Phosphorus would only be required if a phosphorus standard were placed on the
. existing wetland adjacent to the system.
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• 5.0 FUTURE SYSTEM REPLACEMENT AND EXPANSION EVALUATION
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. 5.1 Future System Replacement Evaluation
• Based on the soils report, the proposed drainfield expansion area located west of the
� existing drainfield is suitable for construction of a replacement drainfield system as
• needed in the future. However, given the level of periodic soil saturation found, a trench
� system would not be allowed. Instead, a mound system would be required. Based on the
� limiting soil texture of sandy clay loam, and assuming that pre-treatment and an
� equalization tank are provided prior to construction of the replacement drainfield to
� reduce flow rates and wastewater strength, a mound designed for an ADF of 2,026 gpd
� would require an area 372-ft long by 41-ft wide. A possible configuration and location
• for a future replacement drainfield is shown on Figure 5.
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w 5.2 Future System Expansion Evaluation
� As shown on Figure 5, there is adequate area available to construct a replacement system
� in the expansion area west of the existing drainfield. There also appears to be an area
• north of the existing drainfield that would be available for replacement or expansion.
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• However, an expansion of the existing drainfield cannot be constructed without
. jeopardizing the ability to replace the existing system in the future. To understand this it
, must be understood how the wastewater discharged through the drainfield moves through
' � the soil. Wastewater discharged to a soil treatment system not only moves down
, � vertically through the soil, there is also considerable lateral movement. This is due to
� several factors including land slope and the presence of variable soil texture and
� consistency beneath the drainfield. In the case of the Uptown WW System drainfield, the
� slope of the land is approximately 5% towards the existing wetland adjacent to the
• treatment system. This means that in general the subsurface water movement will be to
• the north towards the wetland. In soils of the type that exist in the drainfield area (sandy
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� clay loam), the recommended linear(or contour) loading rate is 6 gal/ft. This means that
• no more than 6 gpd should be applied along the contour for each foot of contour length.
• To determine the length of the system, the design flow is divided by the contour loading
� rate. This is illustrated in Figure 5.1 below:
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• Septic tank
• {�nfiiguration 2 - �
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� Configuration 1 i-
• CLR=600 g�d= 6 gallft
---T�
• -�iooft
� zo�
• CLR=600 gpd=30 gallft
• 20 ft
` Figure 5.1 — Contour Loading Rate Example 1
� As shown on the figure, configuration 1 has a large width and a narrow length resulting
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• in a contour loading rate of 30 gal/ft. Con�guration 2 has a narrow width and a long
� length resulting in the desired contour loading rate of 6 gal/ft. Configuration 1 has a high
� potential of overloading the soil and experiencing a"breakout" of sewage downslope.
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, In the same manner, "stacking" a system upstream of another has a similar effect as
! Configuration 1 in Figure 5.1. As shown in Figure 5.2 below, "stacking" a system
• downstream of another can result in a larger than desired contour loading rate.
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Septic tank 50'
. ��--`'����� �
• =�- -- ---�- � �
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� - CLR=600 gpd=12 gal/ft
• �_--'" 5 ft
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� Figure 5.2— Contour Loading Rate Example 2
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• With this in mind, although there is space to expand the drain�ield to the west and add
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� new users to the system, doing so would eliminate the ability to construct a replacement
. drain�ield either uphill or downhill of the expansion drainfield. In addition, although
� there appears to be space to expand the drainfield downhill to the north of the existing
. drainfield, doing so would preclude the use of the existing drainfield. Therefore, it is our
� determination that there is not available area to expand the existing drain�ield and add
� new users to the system without eliminating the City's ability to replace the existing
� drainfield in the future.
�
� 6.0 OPERATION AND MAINTENANCE RECOMMENDATIONS
� 6.1 General
� As discussed in Section 3, proper operation and maintenance of the system is essential to
� maximizing its life. It is recommended that the City establish written operation and
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• maintenance (O&M) procedures and implement them immediately. This section will
• make recommendations on the types of O&M activities that should be undertaken and
� recommend frequencies for the activities. These O&M activities should be completed by
� qualified professionals. Industry standard checklists for recording the various O&M tasks
� are provided in the Appendix.
�
� 6.2 Septic and PumpTanks
� The septic tank performs the first step of the wastewater treatment process. It is a
� watertight tank that provides the primary treatment in a septic system. As sewage enters
� the septic tank, those solids that are heavier than water settle to the bottom, forming a
� sludge layer, and those solids lighter than water float to the top, forming a scum layer.
i Between the sludge layer on the bottom and the scum layer on the top is a clear zone
• from which the outlet baffle takes the relatively clear effluent and allows it to flow out
• into the soil treatment system. Periodically, the contents of the tank must be pumped out
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• and disposed of. If the solids on the bottom, or the scum layer on the top build-up to a
� point that they flow out of the tank and into the soil treatment unit, they can quickly clog
� the soil treatment system, causing failure.
�
� The components of the septic tank includes an inlet baffle, an outlet baffle or effluent
� filter, inspection pipes, and an access or cleaning manhole for each compartment of the
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� Ciry of Scandia—NI 1.103386 Page 23
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` tank. The inlet baffle ensures that entering wastewater becomes mixed with the liquid
� � contents of the tank to begin bacterial breakdown of arganic materials and separation of
'I ,, solids. The inlet baffle also prevents the floating scum layer from floating back and
�''� � clogging the inlet pipe.
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• The outlet baffle or effluent filter ensures that only liquid is able to leave the tank and
! enter the soil treatment system (drainfield). If the scum layer reaches the outlet pipe, the
• pipe would quickly become plugged and scum in the drainfield would cause it to fail.
�
• Inspection manholes are typically located above the inlet and outlet of the tank, however,
• on older tanks there may be only one manhole located either at the inlet, outlet, or center
• of the tank. These manholes allow for inspection of inlet and outlet pipes and baffles.
� Clogs in the inlet or outlet pipes can be unplugged through the inspection manholes.
� When operating, the septic tank is always "full" to the level of the bottom of the outlet
� pipe.
�
� MN Rules Chapter 7080 require that septic tanks be checked for leakage and that the
� accumulation of sludge and scum be measured regularly but in no case less frequently
� than every 3 years. There are several septic tanks of varying size and receiving varying
� flows and wastewater strengths in the system. Although MN Rules require that the tanks
� be pumped at a minimum every 3 years, it is likely that most of the tanks in the system
• will need to be pumped with greater frequency. The actual frequency should be
• determined by regularly measuring the scum and sludge depth in the tanks and
�
. calculating the amount of time it is taking for the tanks to fill up. This time will vary
. based on the flow rate, wastewater strength, and tank size. MN Rules require that the
• tanks be pumped when the scum and sludge depth reached 25% of the tank depth or when
� the sludge layer is closer than l2-inches to the bottom of the outlet baffle or when the
i bottom of the scum layer is closer than 3-inches to the bottom of the outlet baffle. For
� the O&M costs included in Section 8, we assumed that an average of 10 of the l4 tanks
� in the system will need to be pumped every year. Over the next year, it is recommended
, that the City purchase a "sludge judge" and measure the sludge and scum depth in the
• tanks on a monthly basis to establish a baseline for how fast the tanks are filling. After
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� Ciry of Scandia-Nl 1.103386 Page 24
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• collecting this data, a more accurate determination on the frequency of tank pumping can
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i be made.
! Pumping should be completed by a business licensed by the MPCA as a certified
� Maintainer. It is important that the maintainer follow industry standard procedures when
• pumping the tanks, including mechanical mixing and/or backflushing. Since the sludge
�
• and scum in the tank are separated from the clear water, simply pumping the tank will not
• completely remove the accumulated sludge and scum. The sludge and scum must be
� mixed prior to pumping to ensure maximum removal of sludge and scum. If only clear
� water is pumped from the tank, the purpose of pumping the tank is defeated. The Septic
e Tank Maintenance form included in the Appendix should be completed by the certified
� Maintainer and submitted to the City within 30 days in accordance with MN Rules
� Chapter 7083.0770 subp. 2.
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� In addition to checking for leaks, the manhole lids and/or inspection pipes should be
� checked to make sure they are secure, and the septic tank baffles should be checked to
� make sure they are in place, functioning, and clear of obstructions. These checks should
� be made each time the tank is maintained.
�
� Although the septic tanks should remove the majority of sludge and scum, sludge buildup
� does occur in pump tanks over time. Therefore, pump tanks should also be checked for
� sludge and scum buildup and the sludge should be pumped out before it comes within ]-
• inch the pump intake. The pump controls, floats and alarm should be checked to verify
� that they are operating correctly. Run time meters and/or event counters should be
`
i verified for operation, read, and recorded. Pump tanks should be checked at the same
• time the adjacent septic tank is pumped, and should be pumped at the same time if the
� sludge level dictates. Frequency of run time meter recording is discussed below.
�
• 6.3 Pumps
` The pumps and motors should be checked on a regular schedule as recommended by their
• manufacturer. The pumps should be observed to check for noisy operation. If a pump is
, noisy, it should be removed for inspection and repair.
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� Ciry of Scandia—Nl l J03386 Page 25
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• The pump controls, floats and alarm should be checked to verify that they are operating
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� correctly. Faulty floats or a malfunctioning alarm should be immediately replaced. Run
• time meters and/or event counters should be verified for operation, read, and recorded.
� Ideally, the meters should be read and recorded on a daily basis. This will provide the
� best possible data for determining maximum day flows to the drainfield. If this is not
+ possible, they should be read and recorded on a weekly basis at a minimum. If one pump
� shows greater run time than the others, it should be checked for proper operation and
� settings.
�
� Pump-down tests should be conducted on each pump annually to determine the pumping
� rate. The pumping rate should be compared to the design rate and/or the previously
� determined pumping rate to determine whether any change has occurred. Changes in
� pumping rate can indicate a problem with the pump, pump motor, discharge piping
• assembly, or forcemain pipe.
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� 6.4 Soil Treatment Area (Drainfield)
� The soil treatment area (drainfield) consists of 4-inch diameter pipe flowing from the
� septic tank to nine drop boxes. Each drop box has 4-inch diameter perforated lateral
� pipes that distribute wastewater to the rock filled drainfield trenches.
�
� The drop boxes function by forcing water to flow out to the 4-inch perforated lateral
� pipes serving the drain�eld trenches and flood the trenches prior to overflowing into the
• next drop box. The drop boxes have inspection pipes and the pipes connected to the drop
• box can be viewed. There will normally be water present in the bottom of the drop box,
�
• and if the laterals have received flow recently there may be ponding in the pipe and the
• water may be flowing to the next drop box. The drop boxes should be inspected to verify
� the level of ponding in the lateral pipes (if any) and that the pipes connected to the drop
� box are free from obstruction. If the lateral pipes are submerged and there does not
� appear to be flow moving to the next drop box, the pipe connecting the drop boxes may
� be plugged. The inspection pipes themselves should be checked for damage, have secure
� caps that are removable, should extend above grade, and should be repaired as necessary.
�
� Each drainfield trench has an inspection pipe located at the end of the trench for the
� purpose of determining the level of ponding in the drainfield. The level of ponding in
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� City of Scandia—Nl l J03386 Page 26
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• each drainfield lateral should be checked and the level recorded. It is normal for ponding
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� to exist in the drainfield trenches themselves. Under normal operating conditions, the
i trenches should have less ponding as you move downstream and it is likely that the last
� few trenches will be dry. If all of the trenches have ponding, that is an indication that the
� system is overtaxed and may be at or near failure.
�
a In addition to checking the drop box and trench inspection pipes, the surface and
• perimeter of the drain�eld should be checked for surfacing effluent or other signs of
` problems. Trees growing in the drainfield and within 5-ft of the drainfield area should be
� cut off at ground level (do not grub stumps or attempt to pull out the roots as this may
� damage the drainfield).
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� Vehicles should not be allowed on the drainfield and mowing should be done at minimal
� intervals and should be completed during dry periods with a push mower to avoid
� compaction of the drainfield.
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� Surface water from adjacent areas should not be allowed to flow across the drainfield
� area and any surface ponding from rainwater on the drainfield should be corrected as
� soon as possible.
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� 6.5 O&M Task Summary
� Table 6.l below shows a summary of the recommended O&M tasks and their frequency.
�
. Table 6.1
O &M Task Summary
� U town WW System
� Task Fre uenc
• Septic and PumpTank Pumping and Varies, minimum every 3 years
� Ins ection
Pump and Control Panel Checks Same schedule as septic tank pumping schedule,
� minimum once er ear
e Pum Down Test Annual
• Pum Run Time Meter Readin Recommended dail , minimum once er week
Drainfield Inspection Monthly
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� 7.0 COST ESTIMATES
� 7.1 General
! The construction cost estimates presented herein are based on present day construction
�
� costs (2012).
� In order to prepare the preliminary construction cost estimates presented herein, various
S material and equipment manufacturers and suppliers were contacted. Published and
� unpublished data on costs for similar kinds of construction were also utilized. Increases
�
• in construction costs due to inflation are not taken into account. The cost estimates
• presented here are meant to be used as a guideline for planning purposes.
� 7.2 Wastewater Treatment Improvements
• Table 7.1 presents a construction cost summary for the recommended system
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� improvements. Table 7.2 provides the cost for the existing drainfield replacement.
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� City of Scandia—N11.103386 Page 28
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� Table 7.1
� Cost Estimate
� Recommended System Improvements
, • Uptown WW System
• Item Unit Estimated
No. Item Unit Price Quantity Total
� Install E ualization Tank And Aerobic Pre-Treatment Unit At Drainfield
• 1 Connect To Existin Sewer Pi e EA $200.00 2 $400.00
High Strength Fast 3.0 Aerobic Treatment Uni�
� 2 &4,000 Gallon Tank EA $25,000.00 1 $25,000.00
3 2"Forcemain Pi e LF $I5.00 30 $450.00
� 4 4"Pvc Sewer Pi e LF $20.00 30 $600.00
• 10,000 Gallon Equalization Tank,Pumps&
5 Panel -Main Drainfield EA $27,000.00 1 $27,000.00
� 6 F&I Septic Tank Effluent Filter EA $300.00 1 $300.00
� 7 Turf Restoration LS $1,000.00 1 $1,000.00
Subtotal $53,050.00
• 15%Contin enc $7,957.50
• Total Estimated Construction Cost $61,007.50
En ineerin &Cil Administration $12,201.50
• Total Estimated Cost $73 209.00
� Re lace Controls-Warmin House Pum Tank
1 Re lace Controls-Warmin House $1,800.00 $1,800.00 $1,800.00 $1,800.00
• Subtotal $1,800.00
15%Contin ency $270.00
� Total Estimated Construction Cost $2,070.00
�, En ineerin &Cit Administration $414.00
Total Estimated Cost $2,484.00
� Raise Access Risers And Install New Se tic Tank Covers
• Raise Access Risers And Install Secure Tank
1 Covers At Communit Center EA $600.00 6 $3,600.00
� Raise Access Risers And Install Secure Tank
• 2 Covers At Gammel arden EA $600.00 3 $1,800.00
3 Turf Restoration LS $500.00 1 $500.00
� Subtotal $5,900.00
• 15%Contin enc $885.00
Total Estimated Construction Cost $6,785.00
� En ineerin &Cit Administration $1,357.00
� Total Estimated Cost $8,142.00
Install Run Time Meters In Pum Controi Panels
� Install Dual Run Time Meters In Uptown
• 1 Pum Tank EA $300.00 1 $300.00
Install Dual Run Tim Meters In Community
� 2 Center Pum EA $300.00 1 $300.00
Subtotal $600.00
� ]5%Contin enc $90.00
S Total Estimated Construction Cost $690.00
En ineerin &Cit Administration $138.00
� Total Estimated Cost $828.00
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� City of Scandia—N71.103386 Page 29
. Uptown Wastewater System Master Plan Prepared by Bolton &Menk,Inc.
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� Item Unit Estimated
� No. Item Unit Price Quantit Total
� Install New U town Pum Tank
1 Remove Pum Tank(48" Dia Ma�hole) EA $800.00 1 $800.00
� 2 1,000 Gallon Pum Tank&Pum s-U town EA $13,000.00 1 $13,000.00
• 3 Ex ose And Raise Cleanout EA $200.00 3 $600.00
4 Cleanout Castin EA $250.00 3 $750.00
� 5 Bituminous Patch SY $45.00 75 $3,375.00
• Subtotal $18,525.00
15%Contin ency $2,778.75
• Total Estimated Construction Cost $21 303.75
En ineerin &Cit Administration $4,260.75
� Total Estimated Cost $25,564.50
• Convert Maintenance Sho Tank To Holdin Tank
1 Disconnect Sewer Pi e EA $200.00 I $200.00
� 2 Turf Restoration LS $500.00 1 $500.00
� Subtotal $700.00
15%Contin enc $105.00
� Total Estimated Construction Cost $805.00
• En ineerin &Cit Administration $161.00
Total Estimated Cost $966.00
� Total All Im rovements
• Subtotal $80,575.00
15%Contin enc $12,086.25
� Total Estimated Construction Cost $92,661.25
� En ineerin &Cit Administration $18,532.25
Total Estimated Project Cost $ll 1,193.50
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` Table 7.2
• Cost Estimate
Existing Drainfield Replacement
S Design Flow 2,026—Assumes Equalization Tank Already Complete
� Uptown WW System
• Item Estimated
• No. Item Unit Unit Price uantit Total
1 Mobilization LS $2,000.00 1 $2,000.00
� 2 Connect To Existin Sewer Pi e EA $200.00 1 $200.00
3 1,000 Gallon Pum Tank&Pum s EA $13,000.00 1 $13,000.00
� 4 Controls LS $2,000.00 1 $2,000.00
•, 5 2"Forcemain Pipe LF $12.00 450 $5,400.00
6 Zone Distribution Valve EA $500.00 1 $500.00
� 7 Se tic Mound SF $2.50 15,188 $37,970.00
� 8 Turf Restoration LS $2,000.00 1 $2,000.00
Subtotal $63,070.00
� 15%Contin enc $9,460.50
• Total Estimated Construction Cost $72,530.50
En ineerin &Administration $14,506.10
� Total Estimated Pro'ect Cost $87,036.60
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• City of Scandia—NI I.103386 Page 30
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• 8.0 WASTEWATER BUDGET REVIEW, ENTERPRISE FUND AND USER RATE
� RECOMMENDATIONS
� 8.1 General
• We understand the past practice for the system has been to total the annual expenditures
� for the system plus a depreciation expense for the drainfield replacement, and allocate the
�
• costs on a percentage basis based on each user's percentage of the total water pumped.
� Billings are made on an annual basis. This has resulted in unpredictable costs far system
� users as well as lack of reserve funds for necessary maintenance and repairs. We
! understand that the City would like to implement an enterprise fund for the system and
� establish a more traditional utility billing system.
�
� 8.2 Operation and Maintenance Cost Recommendations
! The recommended annual operation and maintenance (O&M) costs are based on
� personnel, laboratory and testing services, utilities, equipment maintenance, and
� miscellaneous operating expenses. Table 6.3 details the recommended O&M costs for
� the system.
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� Table 8.1
• Recommended Annual O & M Costs
` U town WW S stem
Item Amount
�' Salaries, Payroll Taxes, and Em lo ee Benefits $4,427
� Professional Fees $500
• Office Ex ense $100
Utilities $175
� Testin $600
� Licenses $500
• Se tic Tank Pum in - $3,250
� Pum Re lacement- $500
Control Panel Re lacement - $450
� Misc. Su lies - $100
� Re airs, Maintenance, & Sup lies $4,300
• Miscellaneous $l00
Insurance $l50
r TOTAL $10,852
� Variable Costs - $3,425 (Utilities and Septic Tank Pumping)
� Fixed Costs - $7,427
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� Ciry of Scandia—N11.103386 Page 31
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• For comparison purposes,Table 8.2 shows the historical annual O&M expenditures on
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� the system.
• Table 8.2
� Historical Annual O & M Costs
� U town WW S stem
� Year Amount
• 1997-98 $2,650
1998-99 $1763
� 1999-00 $3,600
� 2000-01 $2,300
• 200]-02 $2,500
2002-03 $2,700
� 2003-04 $4,900
� 2004-OS $2,l 35
• 2005-06 $2,645
• 2006-07 $2,476
2007-08 $3,309
� 2008-09 $1,469
� 2009-10 $4,738
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� 8.3 User Rate Recommendations
�
• In a typical water utility rate system there is a base rate and a useage rate. The base rate
� is a fixed rate charged to each user regardless of their water use. Ideally, the base rate
� should cover the fixed costs in the system, as those costs do not fluctuate with use of the
� system. The useage rate is meant to cover the variable costs in the system, such as utility
` costs or other costs that are directly affected by use of the system. Ideally, each user pays
� a minimum charge (the base rate) while the remaining charge is dependent upon their
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• water use.
� For this system we have prepared two options. The first option adopts the philosophy of
� covering the system fixed costs with the base rate revenue and the remaining costs with
� the useage rate revenue. The second option reduces the base rate and increases the
• useage rate to more closely relate to the previous billing system which was completely
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• useage based. Since O&M costs will likely increase as time goes on due to inflation, it is
� recommended that the City consider rate increases on an annual basis with a rate increase
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� City of Scandia—N11.103386 Page 32
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• of 3% as a standard. This will avoid having to consider random large rate increases in the
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• future to "catch up" with increasing O&M costs.
• Table 8.3 represents the estimated sewer charges for the High Base Rate, Low Use Rate
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• option.
II �
� Table 8.3
I� • Estimated Sewer Charges
High Base Rate, Low Use Rate Option
� Uptown WW System
� Base Rate- $78.00/month
� Use Rate - $5.00/]000 gal
� Avg.
� Avg. Annual Avg.
� Monthly Water Monthly Avg.
• Water Use* Sewer Annual
• User Use* (gal) (gal) Bill Sewer Bill
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• Schmitt Mall �,513 90,156 $115.57 $1,386.78
� Yoga Hus 327 3,924 $79.64 $955.62
� R&B Auto 5,564 66,768 $105.82 $1,269.84
� Scandia Store/Deli/Cafe �9,955 239,460 $177.78 $2,]33.30
� Elim Church & Parsonage �2�600 151,200 $141.00 $1,692.00
� Community Center
• 5,490 65,880 $105.45 $1,265.40
• Warming House 4,266 5 l,192 $99.33 $1,191.96
• Gammelgarden 1,570 18,840 $85.85 $1,030.20
• Total 57,285 687,420 $910.43 $10,925.10
� *Based on 2010 Water Use
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� Ciry of Scandia—N71.103386 Page 33
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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• Table 8.4 represents the estimated sewer charges for the Low Base Rate, High Use Rate
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• option.
� Table 8.4
, Estimated Sewer Charges
Low Base Rate, High Use Rate Option
� Uptown WW System
� Base Rate- $13.00/month
� Use Rate - $14.00/1000 gal
� Avg.
� Avg. Annual Avg.
� Monthly Water Monthly Avg.
• Water Use* Sewer Annual
• User Use* (gal) (gal) Bill Sewer Bill
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• Schmitt Mall 7,S l 3 90,156 $118.]8 $1,418.18
� Yoga Hus 32� 3,924 $17.58 $210.94
� R&B Auto 5,564 66,768 $90.90 $1,090.75
� Scandia Store/Deli/Cafe 19,955 239,460 $292.37 $3,508.44
� Elim Church & Parsonage 12,600 15l,200 $189.40 $2,272.80
• Community Center
• 5,490 65,880 $89.86 $1,078.32
• Warming House 4,266 51,192 $72.72 $872.69
• Gammelgarden ],570 18,840 $34.98 $419.76
• Total 57,285 687,420 $905.99 $10,871.88
� *Based on 2010 Water Use
�
� If the proposed improvements discussed in Section 3.6 are implemented the system will
� need to support debt service for financing the proposed improvements in addition to the
` annual O&M costs. Assuming the proposed improvement cost of$l 12,000 was financed
• for a 10-year period at 4% interest, the annual debt service would total $l 3,809.
�
• Therefore, user rates would need to be increased to cover the additional costs.
�
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� Ciry of Scandia—NI 1.103386 Page 34
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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� Table 8.5 represents the estimated sewer charges for the High Base Rate, Low Use Rate
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�
� Table 8.5
• Estimated Sewer Charges with Proposed Improvements
High Base Rate, Low Use Rate Option
� Uptown WW System
� Base Rate- $220.00/month
� Use Rate - $4.75/1000 gal
� Avg.
� Avg. Annual Avg.
• Monthly Water Monthly Avg.
S
• Water Use* Sewer Annual
• User Use* (gal) (gal) Bill Sewer Bill
• Schmitt Mall �,513 90,l 56 $255.69 $3,068.24
� Yoga Hus 327 3,924 $221.55 $2,658.64
� R&B Auto 5,564 66,768 $246.43 $2,957.15
� Scandia Store/Deli/Cafe �9,955 239,460 $314.79 $3,777.44
• Elim Church & Parsonage
• 12,600 151,200 $279.85 $3,358.20
• Community Center 5,490 65,880 $246.08 $2,952.93
� Warming House 4,266 S l,l 92 $240.26 $2,883.16
• Gammelgarden 1,570 18,840 $227.46 $2,729.49
� Total 57,285 687,420 $2,032.10 $24,385.25
� *Based on 2010 Water Use
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� Ciry of Scandia—NI1.103386 Page 35
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /nc.
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• Table 8.6 represents the estimated sewer charges for the Low Base Rate, High Use Rate
, • option with the additional debt service cost.
� �
, Table 8.6
• Estimated Sewer Charges with Proposed Improvements
� Low Base Rate, High Use Rate Option
Uptown WW System
� Base Rate- $15.00/month
� Use Rate - $33.25/1000 gal
� Avg.
• Avg. Annual Avg.
• Monthly Water Monthly Avg.
�
• Water Use* Sewer Annual
� User Use* (gal) (gal) Bill Sewer Bill
� Schmitt Mall 7,513 90,l 56 $264.81 $3,l 77.69
� Yoga Hus 327 3,924 $25.87 $310.47
� R&B Auto 5,564 66,768 $200.00 $2,400.04
� Scandia Store/Deli/Cafe
• 19,955 239,460 $678.50 $8,142.05
• Elim Church & Parsonage 12,600 151,200 $433.95 $5,207.40
• Community Center 5,490 65,880 $197.54 $2,370.51
• Warming House 4,266 51,192 $156.84 $1,882.13
� Gammelgarden 1,570 ]8,840 $67.20 $806.43
S Total 57,285 687,420 $2,024.73 $24,296.72
� *Based on 2010 Water Use
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� City of Scandia—NI 1.103386 Page 36
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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• 9.0 DISCHARGE ORDINANCE RECOMMENDATIONS
�
�
� 9.1 General
� It is recommended that the City establish an updated Wastewater Discharge Ordinance
� applicable to the Uptown Wastewater System. This section will make recommendations
� on the content of the updated ordinance. Ordinances for similar systems in Scott County
� as well as the City of Scandia were used as a guideline for the recommendations.
�
� 9.2 Recommendations
� It is recommended that the updated discharge ordinance should contain the following
� elements:
�
� • Description of the purpose and intent of the ordinance
� • Location and general description of the wastewater system
� • Definitions of terms used in the ordinance
• • Reference to or adoption of applicable laws, rules, standards, or ordinances of
�
• other governing bodies or agencies that apply to the system (e.g. Washington
. County Ordinance, MPCA rules, etc.)
� • Specific description of the various elements of the system defining what parts of
� the system are under public ownership and which parts of the system are under
� private ownership
� • Description of responsibilities of the City and responsibilities of the Users of the
� system (e.g. maintenance, problem reporting, meter reading)
• • Establishment of the rate system, calculation of user charges, as well as procedure
�
• and frequency for adjustment of rates
` • Establishment of the method and frequency of billing
� • Procedure for dealing with delinquent accounts
� • Restriction of new connections to the system
� • Restrictions on flow rates for each existing connection to the system (purpose is
� to give the City some control when a high water use business replaces an existing
• low water use business and creates the potential for the design flow of the system
� to be exceeded)
�
� City of Scandia—NI 1.103386 Page 37
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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� • Establishment of prohibited discharges to the system (e.g. hazardous materials,
�
! non sewage materials, etc.)
• • Prohibition of damage to the system (in the form of excessive flow, physical
� damage, discharge of prohibited materials,etc.)
� • Establishment of a procedure for enforcement of and penalization for violations of
� the ordinance
� • Provision allowing the City to recoup costs incurred in investigating and
• prosecuting violations
• • Provision allowing the City the right to amend or change the ordinance
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� City of Scandia-N11103386 Page 38
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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� APPENDIX
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� City of Scandia—NI1.103386 Appendix
� Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc.
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ConsuMiny Enyin��rs d� Surv�yors UPTOWN WASTEWATER SYSTEM MASTER PLAN 5
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OBolton dt Nmk.Int.2011.AN Rghta Resanw CWl9(/�MN RAMSEY,MN MAPLEWOOD,MN BRNNERD,MN AMES,IA
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