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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 �u�v 2o1i ''� t%� tci�v7t T�_ � �_�_�,� ' - � , __., ��,- [.��.��et,� F,_,� -��_� �,_,�K „� - 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$2w2f - Future System Replacemen;and Expans or Evzicafion -Four Pump St8ti0ns -Operation and Mainterance�C&W;Reccmrrienca'�o�� -Fourte2n Stptic TankS(1,000-3,000 gallonsj -Cost Estimates -Drainfield -Wastewater Budget Rev:ev: .Gravity Fed with Drop Boxes - Discharge Grdirance Recommenca:',ons �Nine Trench Laterals(2,Z50 ft of trenchi �6,750 square feet of absorption area �Small reserve drainfield adjacent to Communin Center �,i �� !40^ft cf trench) �( \:�IiL\ ��-�c, ���,..,-.,..,,_,,,..: ,�,c Sl�\1'll1A .�vc .�,-c,�a�.�_.,..�.< ��..,c ,�,.\ Existing System Description — J- r ��xW U�.. ■ Businesses Served ,� �,;� '¢ -Uptown Area '� � ,s„y',.,,�, � �� �Schmitt Mall(Edward Jones,Scandia Famiiy Dental, s,��'s ` ,�, � +�`- o�"owlm';. Scandia Hair Design,Health inwran[e�JIarL Superior ���.�_ , and Preservation.,Vdilkersoo Associates Scandia a CFiropr� t:cCi�,nc) � , �», �� �Yoga Hus - - i � .� ? ` �P,$,BAutc `�: ---�� �Scand:o Cz`e '.'" �' . �".�,°^•�.M^^.�^ .Anyo Salon , , _.; ,.: . - . ,._ ' � �Scandia Veterinary Clinic :'� :.`.�S 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 �=� ►=� � � �CSVt�l.i ao�Tr._�...F-�.,K u�_ �i.�.'�� 11 ac��_To r.�..�_.r�.� �� ��y��� '-• a�4� �� ..�tlh€� .e- F3 t ; -� � � r �'� :� a�'����'���'�-#;�';: ����* � � ;.�` \:= ` ,�;y ��� ;k���,�, M1.� �= . ` - _:��e:.���r.�..� �"T�;�`^.�y��.r . �=� - F ,,. ., ��'�� � ��y+ �� �^-'�?'S^^I �� ,lr �.,• ��Gf�'\G d ~ [.�s}�� ' . . �M! 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'� qI� I ', - »Flow:odrefnfieldartiticiallyhigh ��.!���� � �������� (� �� ��� � I i 'i �'I'`7J.. �?ump station data is better representatior f ,,l �I �80%offlow in system goes to Uptown Pump Siation ' N � ..� _ �Uptown Pump Station has Event Counters 6� 'a f F' 2 '� i� . � - . . . S1:1��U1-� gc>�.To�s�..,. ...< ��,,- - — tilL�iU.I eo�,-o_� .����K ��� 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 �� w"=S �c.�.�i�i,a a�> .��._ =�-��_ ��, s�i�s;r l a��T��__,ti. ,-_,K ���_ 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 _ � _§.=� ��� l_ �'� ■ ■ t� �� 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 �'�..,. �..n.. �� f� � � ����,::. F��� T�.�K� . ,_�� .�,�� � ��..;.�:��. A� � _ ���. � �-1 �-� 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�". :.` �� ''� � . ... -"_. �. .. ' 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 ';"x �'� 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 �.,,-_ '�� 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 �� �� SC1'tibt:1 �z, �-y :_�_�=���< ���- -'�t)l.1 �,c _ _�r_..,�..��. ��, _ ' 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? � � ,-w ti.-M �...� � .-� c-* _ �,�- ,.. .�, �)I.1 �r-, ..�...:�. ..�.,�� �:��_._ :.�.AtiPf 1 .��� - -- <-: � �,,.,,� :�������.�� ��I L�____�. ,�.��������w.� i 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°� '�' .� ��_�:�``.�.::n.�i� A ,T,->,���F_�_,< ,�.: ,r.i•�i,i� ����Ta.h ti=. K ��_ 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� �:,- `'.�"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 ��� � � �� 5�C�1�;�..�..N:A �.,o�Tv .._ ���,K ���c �i�.l:�� 1��)lA A���_-.�cr,....,,��K ���r_ 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 �'� "�i,��'� tir.:1Al�]A t�<��T�-> . w �, �,� �� �_ .,C.A�i; �� _ .-y..t.,. _,..... ,��� �� � � � 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 �;:� �meiha��cl� �,� .�C.1'til�ld v�.� ,c> F.....�i �,K �i.,- c(-.l\llL1 ��_Toi��i..+v--ruK i�_,c_, �r� w.�em�a�sra�vs� �� ��� 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 x..,, �x -� � e< <�-_._�.,,.�,��k ����� �tic e���itt F�� ,<._._ „� ,��< ,���.� �.����!-� � �es� I r�� �r.n9rx�::.�w�t..tizt�.�w: $ 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 � ' :�.i-`, '"' __,�.�_—� - �oenm.,ow .�aKpeuu� �� ��_;1AFl}.� ��,�.Tc....r_ ,i�.�...�,. ;.,:-. �%'� 51�.�11�11 �-,�� �y .x�.. �_�.. ,�,_ `�'�'.�;,� � � • ��.�:: �„� � �,� ' �. � .ov, r•.c..r.� __ .��g:uh . 1/ �3�, � � . .._ nx �i} . .. . � . j� i�" ��a. . {�•' '� �T�. . .�� F, � ,�.�-� . .r• �- � ,r,x.,., ;,,?�;-� �g�{�'��� ���� �--� ,t :�''`3�'' wA��M �� ------ — --- ,�,` P• ,` ' s r�"� � ,.+' r f �, :4,� 1,� � r'� t `';;d:,� �� y;: �'A�'�;�::�fA�i..� .r��'%a'� :.�"e_�`'� Y`. � . .�!fti�'%'�if'�.5,`'4�G�K'�4�y'A'�.. , ►� ... . ,-^--- T .._......... _. .. ... `�(',1X��)L1 . �-�. . . -_�._ _�.;�., -��K ��,c :�_'.:�.l:..l� �-��, ,�.�,._�_,�-���. , _ 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 :.:� .`�C ,:�_.:.`�;..�.t_A ��. . �_e.ti ,_.� ��..- �l.A`:�I �rl�1 do�_,-o.,n.�.F ti� �.� _ 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 ��M 10 CLR:600 qPtl-�30 9allh SO fi F� 1'i�;urc 5.1-Con[nur Lo:�dfnq Nute F\:�mplc I �{� � SC:�_A151.1 ��.� �•_ --s.„ �.�.� ��,_ SC.'1.`�1.t sc.Tcs-..c�..,..-�_K ��-.�_ �r �II� �� Future System Replacement and i � Expansion PlanView .�,,.R�r � � �, �°��u" �, ■ �.�_��are System Expansion __ � �— — -=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�"-� �t.'��I)1.1 .•�. -- �-- �..-,��� �r�_ Sl�.1V7tI_1 aoi_Tcx..�r.nF ti.< ��� ��� � ,,,�' ' 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 � � � f ��• �Y` �-� e�,�;,' ` .� � � � �� �� 1, �` � f �`�, '� < <� � ', ./�'". � v' „ . Y� �� � t � �� ,� .� *.'.'e � ���"';" � ��4�#�-`x , .. . . ...4'i - - , _ ,�„-' -... ..,. .__ . .�-.� p.�2 A� �:�,,�, �� , ,_ �.._i � � ;�„�,, g� ,�_ - , r�� ,�_�-1 _�� �� � ,o 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 - . "r,$ i,� ..,,..M,a. .., �,,......�,. ,�� '�\t.��l:� �� _ ��_, .. .� r_�_ �i,- - __.. � • tii:\\I)1�1 �;. � .-. ,.� ,_,- .�,- � - 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 �� �c<��i>i�� �N �'� .. �.��..�:�.��i.� _— , a�� -<�,k_ ,�,_� .�._ ���� 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 �<� ��� . F �:;, �;-� , . __:� ,.�.M�m,�,..�.� ;,r . _ . . .� ;�_�tint� N:_�� -<, ;.:,., � , .. ' .. , x.��in_� d���T�x.��.,,�.,�.. ��� 11 7/19/2011 Operation and Maintc:nance Recommendations C ost Estimates ,.,�.�,.� ■ 0&M Task Summary � """" ,,,�,,,�,.,,.,,�,, ,,���,'.,,., ,_a � , '1 IW6.1 �y.. .,� �iry Anll' 4ti����ini.in _.�r, :--; '�- 1 ���,t �_'.",:.. ���N\5 ti�.. I 1�: . ._.. __. ... 1 A I J.rii. }'•.- _. i_' � . .. — . 1 � �..�1�1 iq I 1 I . _ ..� . � - � T ....��� . . � \ ,., ��- �i I I��.I I'. ' .� � .. . I� ��.i�i(��� � I �rI�.A I t .in�n�l ..il� .I�.:i��l. 7�� ." 1__ � - ,... . ,.i �� ... � . _1.��.� .._.... . '.- ..�„�. . . .., . 11 I .�� — . . ', — 1 �I 'I' '.I N.:.1�� .�_ .--- ,_._ . ...... ..__" �� iii: ,�iii, 1 I .ii ...u�..4 �� I i� � __—�� _ i J I I �I.nl�l� " � w. , �i... .m...x�, in�i �4.,���� in,,i�.��� n„�,�i� . . . .. .___._.._._._.... �"� !� ti/�_��111J�1 rac>i'r�m._vcr.�`c ir�_ SC�:�\'{i(.\ �c��TC�--.�� rrr. iiv"_ �l� � Cost�stimates Cost Estimates i�i.. ^.:L �...�,�. . .. . . .... . .,.i � ...._. v:...�, x. i..l.ti � �i� i. �u.:l lw .-i�,.-_ ..._.., -�.... .�. � i�, ... . ... ,. . ..� . .... � .... � ..,. . .._.. �i�� ....� �..� ..'� "�ii -�.� Ir.n 1• . , � . f. . .. . _ ,:�. . .... _ ._. '. _ _— � ... .� � .._. . ... .nv� ... ' � _ .ii� ... uu� � i�:�n, ��n � n�. ._... _... -•_ __... nn +.ni 1 ^1 __T.i _ — ` i�i,, i .. � _.— ' _'_._. _ .__ ...__ .Y ... �. .... . ��i _ �. . ;� � ...�: ��..�. ��.. �-r.. M� �'� ti1.1'\i)I:\ E.<�_-c� .,-r,.,r �.,r �ti �:l�.l\U11 F3c�. .c:_� . ,.,..�. �� �_ �' 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 � �:,.. ;.., --_. __ ___._.- r. �0&M Cosis �DebtService oe Imprevem��e�i> i�� �►'�4 � �;cis��i� ��� _,_.. _ < _�<,� � ����:.n�...� �,._- ��,.��.��-,-_�� ,��_� r���rr��e �� �re 12 i 7/19/2011 �'astev��ater Budget Review, Enterprise Wastewater Budget Review, Enterprise Fund and liser Rate Recommendations Fund and User Rate Recommendations �1�AA�N.' x I Ili, �.it�\n, .�.1� .., i.., .� .. i.i`i. �:\�1\1� 1�•N 11�nxinl �M•� � � � ,. ���. ��y,i. ,i�„�.�.� ,. . i � .. .. M 1 . � :..��- J .T.ii I � 4N 1. �J.F� ..._.._. �...�'1� I ...., _. . h�H-i�� —.... 1 i�.�'� � - � �. � ♦_. '.. .� .�r.,..;,.� . . —__.._. _'_',��.�. I .ii:nl .._11A..._... 1 IV. _ . . . _.. . . . �.�..,,. .., n ,�.. ......:.. . . . . . ... liil�t. I��.n.. ,.��. . .i. �i ii.��� ..� . ,n !ry �S—+� �r..��1�1�1 ��n �c ....F-,_�. � ,. S(��VISL1 �_��.-_. _� .., � �r�-_ �� � ��� 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. .,,...„��� - - I,�, .. ,., . • 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 �.. ,,.�., ��� � �:���., �� :x �.� ���.,��x:1 �� , __ ._ � , � �� ��rn� ���, .�,-. , ,�K ��. _ �:... 13 r t 7/19/2011 Wastewater�udget Review,Enterprise Wastewater Budget Review,Enterprise Fund and User Rate Recommendations Fund and User Rate Recommendations u, ,,.,� '.�� ' �;���` .'�"°�'�„ ,'. " � __ ��„ „� ,.; ,,, ...u.:< �,< ;;, ,...;.. �� . ,. �. �_-.. �._ �K n�:A�Of.� �c� ,�.�_,. �,._ �� �- til'.l'.= ;1 ac—�..To R .r�=�....-. ,�� . � ' 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. -__,.___ k.., s,_ i►.w e�� 1/�.1\UL\ r-y, ..-> ...rs�-.ri.- u� . " i1j y�. ..ro�r_�.. ..Hr. ,..��� e� ve ,• , 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 %; :� � �% � ;, � �. � � � , 1 ����►1V�� ' ' � . ,,� � , . � �`� '� � * � ,,;�, ,�, � � � � , � ��p ,�� �. ��..� ��+jz �� : n� t` a� ' �����y r+ �"�"�.� �,t� .. . � . . i�� , .�� ��,,�i ,,.. � a� `:'�.w'#.#3:'e�fi��x�i. �.w�� " a . �t , . °�C': �k�" ��I�,�] � �'x,Fl � �� *�y ���� �t7 � � � W � y � �,� ��\ � I� � � '' � b"` j°��i &�h` ;Y�'` I n � +�K., �' � ;� . : I . � '�� x � ,ef����.y��� � i r # � , � �� � ;,� �: , � _ .. .. -r .� Submitted Bv: Bolton & Menk, Inc. 2035 County Road D East Suite B Maplewood, MN 55109-5314 July 2011 BMI Project No. N11.103386 J • • • • • • • • � � UPTOWN WASTEWATER SYSTEM MASTER PLAN � • City of Scandia, MN � � JULY 2011 � � N 11.103386 � � � I � ', � � � � � � � � � � • 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 � � � � � Ciry of Scandia—N11.103386 Page i � Uptown Wastewater System Master Plan Prepared by Bolton &Menk,/nc. � � � _ __ __ L, � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � e • • • • • • • • • • • , • . � � � � � • 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 � � City of Scandia-N11.103386 Page ii � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /nc. � � r � � � � � � � � � � � � � � � � � � � i � • � ! • � • • � � • r • • • • • • • • • • � ` � � � � • 9.0 DISCHARGE ORDINANCE RECOMMENDATIONS ................................................. 37 • 9.1 General.................................................................................................................................37 • 9.2 Recommendations................................................................................................................37 � � • 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 � � � � 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 � � � � � � Ciry of Scandia—N11.103386 Page iii • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � + � � + � � � � � � � � � � � � � � + � s • • • • • • • • � � . � � � � � . 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 � � � � � � � � � � � � � � � � � � � � � � � � � � Cit��of Scandia—NI l.103386 Page iv • Upion�n Waste�rater S��.stem Master Plar� Prepared b�•Bolton c�Menk, Inc. � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � s • • • • • • • • • • � • • . � � � � � 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: � � Assess the current condition, performance, and capacity of the system, including: � • • 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 � . development of a wastewater enterprise fund and appropriate user rates • Forecast future costs of maintenance and repairs to properly manage the system, � • 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 ` � • 1.2 Report Organization • To adequately address the major areas that were evaluated, this report is organized into � nine sections as follows: � • 1. Introduction • 2. Existing System � � City of Scandia-NI1.103386 Page 1 � Uptown Wastewater S��stem Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � i • • � � � � • 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 � � 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 � . 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 � • o Anyo Salon . o Scandia Veterinary Clinic • • Church � o Elim Lutheran Church + o Elim Church Parsonage � • Community Center � o Scandia Community Center/City Hall � � � 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. � � � � � � � � � � � � � � � � � � � � � � � � � � � � i � � ` � � � � � � � � � � � � � � � � � � • 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 � • 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. ` � 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 � • 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: � � • 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: � . • BODS - 140-220 mg/1 • TSS - 45-65 mg/1 � � � � � City of Scandia—N11.103386 Page 3 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /ne. � � � � � � � � � � � � ` S � � � � � i • � • • • • • • • • • i • • � • � � • • • • • • • • � � � • F'roviding additional pre-treatment with aerobic septic tanks can reduce BOD and TSS to: � I • • BODS < 25 mg/1 • TSS < 30 mg/1 � '', � 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 � • 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 � • system, water use data is collected through water meter readings for billing purposes. ` � � � � � � � � � � � � � i • • • • • � Ciry of Scandia—N11.103386 Page 4 � Uptown 4b'astewater System Master Plan Prepared by Bolton &Menk, /nc. � � � � � � � � � � � � � � � � � � � � � + + � � � � � � � � � � � � � i • • • • • • • • • � � � • F�igure 3.l shows the total annual flow for the system based on water meter readings for � • the entire system from 2004 to 20]0. � , Figure 3.1 - Total Annual Flow • (Based on Water Meter Data} • soo 000 __ __ � � ; � ' • 7°°'°°° , _i —. . , ---r , i i • { _ I 60D,000 . _— � _ - - — � • __ � I • SQ0,000 --- - � ,^ _ � a � . =-° 400,000 _ -- • � � ', • — — t Water Use Data(From Water Meter Readings) 300,000 ;� � • , • z�,� '�._ -- — — • • 100.000 , --- _ __ • , , , i • � > _ _ _ _ . _____- 0 0 0 0 0 0 � • ?. ? ?� T T > T N N fo N N f0 m > > J 3 7 7 � � C C C C C C C f0 N 19 � f0 � f0 s • � • • • � • • • • • • � City of Scandia—NI 1 J03386 Page S • Uptown l�astewater System Master Plan Prepared by Bolton &Menk,Inc. � � � � � • Figure 3.2 shows the total monthly flow for the system based on water meter readings for � � • the entire system from January 2004 to June 2011. � � Figure 3.2 -Total Monthly Flow • (Based on Water Meter Data} 160.000 _ __ , � . _ __. _ . • ( I � � � � � _. __ , .; 140,000 • – I � . .. ,_. .: . ._ _ _; • � ._ � . �. �_ . , . _ . _ 120,000 - -- . , • i , � I I • ipp.ppp t- - � • _--+-- --�- - • I i j I , � . . . . �I . ' , a i; I I � ' � ; '° 80 000 _ �--�- _ � r �_� . ' _ �. __. a _ � � I I � � I, I ' • LL � I � I ' � I �,, I 1 � I � i ( —Monthly Fiow(gal) , � � � 60.000 �� � L __ � , ; I � � • -- ; , ; } i � , , ; • ao,00a __ , . ; _ . ___ , , ' -- - i � � ; I i i � i ,, '_---- — � zo.000 � �__ . , , � ' , ! � , � , � , i , � _ _ _ o � + • Q Q Q Q � �, �, � � � � �n � � � � ro o0 00 0o m rn m m o 0 0 0 .. � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .� •+ .� � 7- - 7� � T _ 7- � T - T � A _ T v T _ T � ? - A � ? - 7� � ? - • �o `o_ 3 � f`o a. � .a r`o `o_ � � r`o a � � r`a a � � r`o n � � r`a n � � `m n � a � � c ¢ � � � ¢ ^ ° c a ^ ° c a � � c a � � c a � � c a �° O f0 O �° O �° O �° O �° O �° O �° • • • • • � • • • • � • . � City of Scandia-NI1.103386 Page 6 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � i • • • • • • � � � � � � Figure 3.3 shows the ADF based on water meter readings for the entire system from • January 2004 to June 2011. � � Figure 3.3-Average Daily Flow � (Based on Water Meter Data) • 5.� . • I I , ' I 1 � 4.500 - -�- - � ; � � i I • 4,000 - ; � • I I • 3,500 -�-- ' j � � , , � i , � , • i 3,000 T ._ .__ _ _ ! � i � , ! I � � � � f I !I I a � � 2,500 i � i t - - - -t- -�- • o �, , , � � i 'I � LL � r I �. II �y ' , i - t • , i i I i i —AverageDailyFlow(gpd) 2,000 ' - - - - + � � , - � ' +� � � • � � , -� , ,___ '' ,. � , � , , � � , � , • i.soo ; _ -- ,---,-- I i i I � � � ; ; I � ; � , , � 1 I � � � � ; � , ; , i.000 - -�- — —--� +- i i ! ' � � i l ; , � � • soo I _ � � I i I I i I • � I !, i ', � ' � � , I i � � i I � � ', � ; T _j � I 0 =—� ��__� �-�-�---� - - - - - - $- - - • Q v v v �n �n �n �n io � � �n n n n n oo m o0 0o m m m rn o 0 0 0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-. -. -+ �. _ > v 7- - ?, � ?, - ? � > - ?� � A - 7. � ? = T � �. - ? � T - • m n � n `m Q � n `m `o_ � � `m n � a m a � � r`o n � � `m `o_ � � m a � Q -` o � Q � o � Q � o � Q � 0 3 Q � o � Q � o � Q -' g � Q 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 � • 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 � � City of Scandia—N71.103386 Page 7 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � • includes event counters, which record each time the pumps turn on. If the pump-out � • 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. � � Figure 3.4 - Average Daily Flow Uptown Pump Station � 8,� , � � � � , , • �,00a _ � _ . : I__�_ � � � i � � . � ` � � 6,000 - i � �_ -- - ; _ - , _ i ; i i � ; � i ; � �� s.000 --+--� � � . ,— �__ � _ ' � � � � I , I a ea " 4.Q00 ,_ _� .. _. . _ —.. . _ , _ � 0 I • " � � ; ! � � —Average Daily Flow Pump Data(gpd) • 3� ,___ 'i i_ �_� t_ I { ;_ ' f __� —Average Daily Flow Meter Data(gpd} � � I i � I i � � I � ! I I I 2,000 ' �. -_ _�_ _ «- .. _ �... �.__ + _ .. ....Y, _ • ' il � i � I • Li�Q , 1 . . .. .� . 1 �r. � . . .... ..7 Ij I � I � • I �I �'�, �. , ', I�i �''., , � ,. . , III . . . , � O � �I �- • v v v �n �n �n � �n � n � i. oo m co m rn m o 0 0 .: � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > T � T 7� T T 7� ?� T ?� � ? A � ?� T T ?� N 6/ N W N W f0 W f0 U N W N W f0 � � � � � � 3 � � � � � � � � � � � � � � � � • c E c E c E c E � E c E c E c rp w tp ai tp ai lo a �v ai io ci m w to � Q � Q � Q � Q � a � a � a � • Vf V1 N ✓1 V1 N Vf • As the figure shows, the data does not correlate very well, and little conclusion can be � • 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 � � Ciry of Scandia-N11.103386 Page 8 � Uptown Wastewater System Master Plan Prepared by Bolton&Menk, Inc. � � e • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • � � � • fall of 2010. Given that the floats are tied to the pump discharge piping, it is likely that � � 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. � � 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, � • 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). � • 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. � � � � � � � � � � � � Ciry of Scandia-N11.103386 Page 9 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, lnc. � � � � � � � � � � � � � � � � � � � � � � + 0 • • • • • • • • • • • • • • • • • • • • • . � � � � � Figure 3.5 - Design Flow Comparison • i2,000 � � • . _._. � . _ � . . . m . n • 10 000 � _' • ,_ : ''. • 8.� _ • � ! ' � ° 6.000 . t _ {_ _ _— a � ' ', o I 1L . � '", l0 I _ ...... . .... .. . . [Q :. � II O I • . . . _ ... � ��. ., Q ',� � .._-a.- (ri ,' 4,000 — - ---- - ----- 1 __ . • � � ■Original Design Flow � . ... ... . N .__ ... .. .n �... . ,. rv ��� m I m o � o � � �2010 Measured Flow 2,000 � ry , o ,a � i • �. � r' m � o ��� � � o o ........ ■Ch 7080 Estimated Flow N Q � . rv � � � � , ry O � , �D • N ry � � N �.. � � rv � � m . � . :�_� L1_ o .. � � � � � � � � � � = Q v � o -� o � '° w � _ � � �� • � m E r° � v � °c° E L � d • N � � E E m ro O � � � v � • o U � �n y 10 � c • � W U �n � • c E E • u • • 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: � � � � � � � � � � � � Ciry of Scandia—N11.103386 Page 10 � Uptown Wastewater System Master Plan Prepared by Bolton&Menk, Inc. � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � i • • • • • • • • � � � � � � 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 � 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 � • 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. � � � � � � � � � � � � � � � City of Scandia—N11.103386 Page 11 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � 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 � � • __ O _ _ __. _ _ _ - - : 1.000 "_ � • ~ 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 � � 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 � • 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. � � 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 + � City of Scandia—N11.103386 Page 12 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk,Inc. � � � � � � effluent are typically in the 50-60 mg/1 range, so the level at the Drainfield Tank is � • 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 � • 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: � • • 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. � � • 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). � ` • � 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. � � � � Ciry of Scandia-N11.103386 Page 13 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk,Inc. � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � i � i • � • • • • • • • • • • • � � � • Our review of the drainfield area did not reveal evidence of surfacing sewage or any tile � � 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- � • 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. � � 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: � � • 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. � • • 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. � � � Ciry of Scandia—N11.103386 Page 14 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � S � � � � � � � � � � � � � � � � � � S � � � � � � � � � � , � � � � � � � � � � � � � a � � � • � Uptown Tank 2 shows evidence of possible I&I. Relatively high dissolved � � 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 � • 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. � • • 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. � � • 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 � � � Ciry of Scandia—N11.103386 Page I S � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � i • • • • • • • • • • • • • • � i • • • • • • • • • � • • • • • • • • • • • • • � � � � • items in the septage presents a problem for disposal. Users should avoid flushing � • 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 � • 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 � • 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 � • access to the tanks. � � 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 � • Ciry of Scandia—NI1.103386 Page 16 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /nc. • � � ` � � � � � � � i • • • • • � � � � • • � • � • • � • • • • • • • • • • • • • • • • � � � � • is 12-inches of rock beneath the pipes. This equates to 6,750 sf of drainfield trench area. r � 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. � � 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. � . 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. � � 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. � � 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. � • 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. � � � City of Scandia—N11.103386 Page 17 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk,Inc. � � � � � � � � , � � � � � � � � � � � � � i • • • � • • • i • • � � • • • • � • • • • • • r � � � • A soil based treatment system is basically a�lter. Large particles are removed from the � � 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. � � 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. � � 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: � 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 I � • 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 � � 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 � � � City of Scandia—N11.103386 Page 18 � Uptown Wastewater System Master P[an Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � � � � � � � S � � � � � � � � � � � � � � � � � � � � � � � � � � � � • waste to the soil obtain an Operating Permit from the County. The Operating Permit � • must include: � • System maintenance requirements, including frequency of maintenance � • • 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 � � • 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 � ', � 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. � . 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, � � � Ciry of Scandia—N11.103386 Page 19 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � a • • • • • s • • s � M • � • s • � • • • � � • � � • • • � � s � � • • � • • � • • � • � � � • although partial nitrification occurs fairly regularly in wastewater collection and � � 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. � . 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. � � 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 � 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. � � 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 � • place. Phosphorus would only be required if a phosphorus standard were placed on the . existing wetland adjacent to the system. � � � � � . Ciry of Scandia—NI I J03386 Page 20 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk,Inc. � a . � � � � � � � � � � � � � � � � � � � � � � � � i • • • • � i • • • O • � • • ! • • � � � � � • 5.0 FUTURE SYSTEM REPLACEMENT AND EXPANSION EVALUATION � . 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. � 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. � • 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 � � 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: � � � � � City of Scandia—NI1.103386 Page 21 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � ` � � � � � � � � � � � � � i • • • • • � � � • • • • � • • • � • r � � � � ` � � • Septic tank • {�nfiiguration 2 - � `� � ,,/': � - -� 10o rt ; ' ,�� � 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 � • 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. � , 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. � � � + � � � . Septic tank 50' . ��--`'����� � • =�- -- ---�- � � • -- - �` ;� • �-- : _,; , �� � - CLR=600 gpd=12 gal/ft • �_--'" 5 ft � _ - __ � � Figure 5.2— Contour Loading Rate Example 2 ! � Ciry of Scandia-N11.103386 Page 22 � Uptown Wastewater System Master Plan Prepared by Bolton&Menk, lnc. � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � ` � � � � � S i • • � • i ! • • • � � � � • With this in mind, although there is space to expand the drain�ield to the west and add � � 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 � • 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 � • 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 � � Ciry of Scandia—NI 1.103386 Page 23 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � ! � � � � ` � � � � � � � � � � � � � � � , � � � � � � � � ` � � � � * � � � � r � � � � � ` 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. � • 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 � � � � Ciry of Scandia-Nl 1.103386 Page 24 • Uptown Wastewater System Master Plan Prepared by Bolton&Menk, lnc. � � � � � � � � ` , � � , � � � � � � � � s • • w • • • • � • • � • t • • � • • • • • • � . � � � • collecting this data, a more accurate determination on the frequency of tank pumping can � 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. ` � 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. � � s � Ciry of Scandia—Nl l J03386 Page 25 � Uptown Wastewater System Master P[an Prepared by Bolton&Menk, Inc. � � � � � � � � , � � � � � � � � � � � � � � � � � � � e � • s • • • a � a • � • s • • � • � � � • The pump controls, floats and alarm should be checked to verify that they are operating � � 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. � � 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 , � City of Scandia—Nl l J03386 Page 26 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � � � � � � i i i • � • • � • • • • i • • i � • • • • • ! • • • � � � � • each drainfield lateral should be checked and the level recorded. It is normal for ponding � � 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). s � 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. � � 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. r � 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 � � i • • � Ciry of Scandia—NI1.103386 Page 27 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /nc. � � I, � • • • • � • ! • • i • • • • � • • • • • � • • • • • , • � • • ! • • • • i • � • • ! • � � � � � � 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 � � improvements. Table 7.2 provides the cost for the existing drainfield replacement. � � � � � � � � � � � � � � � � s • • • � City of Scandia—N11.103386 Page 28 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, lnc. � � � � � � � � � � � � � � � � � � � � � � � � ` � � � � i • w • • � � � • s • • • • • • • , � � � � � 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 � � � City of Scandia—N71.103386 Page 29 . Uptown Wastewater System Master Plan Prepared by Bolton &Menk,Inc. � � ! • • • ! • • • • • • • • • • � r • • • r • � ! • • • • • • • ! • • � • ! • • • • • • • � � � � � 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 � � ` 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 � � • City of Scandia—NI I.103386 Page 30 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � , � � � � � � � � � � � � � s • • • • • � • � • • � � • • • • • � � � • 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. ! � 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 r � � � Ciry of Scandia—N11.103386 Page 31 • Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � ! � � � � � � � S � � � � � � � � � � i • • r • r • • • • • • • � � r • For comparison purposes,Table 8.2 shows the historical annual O&M expenditures on � � 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 � � 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 � • 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 � • 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 � � � City of Scandia—N11.103386 Page 32 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � i r • • • • • • r • • • • • � • • • • • • • • w • • • • • • • • • • • • r • • • • • • � � � • of 3% as a standard. This will avoid having to consider random large rate increases in the � • 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 � • 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 ` • 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 � � � � � � � � � Ciry of Scandia—N71.103386 Page 33 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � • Table 8.4 represents the estimated sewer charges for the Low Base Rate, High Use Rate � • 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 � • 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. � � � � � � Ciry of Scandia—NI 1.103386 Page 34 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � � � � � � I � � � i • r • • • • • • • • • • � • • • • • • • • • • � � � � Table 8.5 represents the estimated sewer charges for the High Base Rate, Low Use Rate � � option with the additional debt service cost. � � 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 � � � ` � � � � � � � � Ciry of Scandia—NI1.103386 Page 35 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, /nc. � � � � � + � � � � � � � � � � � i • • • • • • • � � � • • � r • • r • • i • � • • • • • • � � � � � • 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 � � � � � � ` � � � � City of Scandia—NI 1.103386 Page 36 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � w � � � � • • • • • • � � � * • 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. � � � � � � � � � � � � � � � � ` � � � � � � � � � � � ` � � � � � r � � � � � � � � � � � � � � � • 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 � � � � � � � � � S � � � � � � � � � � � � � � � � � � City of Scandia-N11103386 Page 38 � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � �� • • • • • ! � • • • • • i • • r • • • • • • � � • • • • ! • • • • • • ! • � • • • • • • � � � ` � � � � � � � � � � � � � � � � APPENDIX • • • • • • • • • • • • • • • • • • � • � City of Scandia—NI1.103386 Appendix � Uptown Wastewater System Master Plan Prepared by Bolton &Menk, Inc. � � � � � i • • • • • • • • • • • • • • • • • • • • • � • • • • s • • • • • • • • • • • • • i "1 ,n. .�„ '� t, �f'�i y'�' k�,' 'p ' . /' ���`1, `� �` �y•` � \\� ••� .�.1 t }}} � 1i �, % ` � 1`'• � � � �! 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