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Home My WebLink About2011-00626 - new septic . � CITY OF ORONO PERMIT NO.: 2011-00626 2750 KELLEY PARKWAY ORONO, MN 55356- DATE tSsuEn: 07/2U20ll 952 249-4600 FAX: 952 249-4616 ADDRESS : 519 FERNDALE RD N PIN : 36-118-23-14-0008 LEGAL DESC : UNPLATTED 36 118 23 : LOT 000 BLOCK 000 PERMIT TYPE : SEPTIC PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : NEW ACTIVITY : MOUND SYSTEM -SEPTIC NOTF: (3) NRECAST TANKS- 1,000 GALLON MOUND SYSTEM-500 SQ FT APPLICANT SEPTIC NEW 200.00 PATNODE BROS STATE SURCHARGE SEPTIC 0.50 23200 109TH AVE ROGERS, MN 55374 TOTAL 200.50 (763)428-7393 Minnesota State License#: 95 OW1vER MICHELETTI, TOM 519 FERNDALE RD N WAYZATA, MN 55391 AGREEMENT AND SWORN STATEMENT The work for which this permit is issucd shall be performed according to the approved plans and specitications,applicabie City approvals,and the State[3uilding Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of l80 days at any time after work has commenced. "I'he applicant is responsible for as ng all required inspections are requested��mance with e St te Building Code.This permit may be revoke e c use. -- ;, .�-� �, ` �� 7 ��o � l Ap icant Permitee Signature Date Issu By Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. .� � ¢0� City of Orono FOR CITY USE ONLY P.O.Box 66 ,b ��;;,;, � 2750 Keiley Parkway Date Received: 7 / Permit# ��t"� � � ��'��jr Crystal Bay, MN 55323 � _�;� �' '��,� (952)249-4600 Amount: $ D0. / $ CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building O�cial) Job Site/ t�wner�.fnformation: , / . Site Address: � � �� a�L� r`Oi�� Owner: � c� t� � �c t�-��i` Mailing Address: J��l�+�� City: �_ �y Z,c4( � Zip: .�s 3°j� Home Phone: �I�a ' aS� — �o��a Alternate Phone: Contractor/Applicant Informati�n:; t �� ,rt;�� Contractor/App.: �E41 ti^�� c �— �!U� Contact Person: �U�i'� ��'`'�� 1 i � Address: oc 3 oto� � �� '�' �r State License #: �S City: ��S Zip: �5�� Expiration Date: �uL Phone: �lo� ` �o�� 73�1� Alternate Phone: ��a`q�`f' D�� TYPES C'�F IJCCUPANCY � Residential ❑ Commercial ❑ Other � PERMIT TYPE AND FEES New or Replacement System $200.00 �4�0- �G Repair Existing System 100.00 (Tanks or Drainfield) State Surcharge 5.00 -�rfr6• • 5v Total $ . `� �� .S`� W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 1 / 2 � .. ** ATTENTION APPLICANT`** ! Fill in all a ro riate blanks and check all a ro riate boxes. I will be installing the following: Tanks � Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of Tanks: �� `— Size of Tanks: i� Qr� l aQd D d O Treatment System Trenches s.f. l� � Mound �°6 s.f. Gravel less s.f. Chamber s.f. NOTE: The contractor is required to provide an As-Built of the system before the final inspection. The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit, agrees to do all the work in strict accordance with ordinances of the City and regulations of the State of Minnesota and certifies that all statements made on this application are complete, true and corre . Signature of Applicant �� Date: � `a � ( MPCA License No.: �`' C� � Staff Review: �Accept ❑ Denied Reviewer: r / ,. l �� l/'i�� Date: � ""�� '� � � Reason for Denial: Comments (to be printed on inspection card): �1/��.� � U� �� ' S�f � � C{ e c� � l-'--�v �s e .�1/tv 5 i �3 C �-��K e c' �.�. � �� c-� S �-1 S �t-�°�� W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 2 � 2 Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License#810 11481 Riverview Rd. NE, Hanover, MN 55341 (763) 498-8779 Fax (763) 498-8290 December 29,2010 ORONO COPy Tom Micheletti 519 Ferndale Road N. Orono,Hennepin County This on-site Sewage Treatment System is designed for a'I'ype I,Pour-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The periodically saturated soils were located at 12-17 inches(mottled soil). Due to the periodically saturated soils,a pressurized mound system will need to be installed to treat the septic effluent. The bottom of the treatment area must be located at least 3' above the saturated soils. Due to limited space.The mound rock bed must be split into two 25 foot rock beds. 7'he absorption area orthe proposed system does not overlap the existing system. This svstem is designed with duel rock beds using non-level pressure distribution See desian sheets Use 1/4 inch perforations on the laterals.See design sheets. There may be a possibility oran other svstem being desiened east of the driveway in the spring afier the snow melt. The soils at a depth of I 2"have a percolation rate averaging 18 MPI. AI►neighboring wells are located greater than 100'away from proposed treatment area. ORONO COPY The property line must be identitied prior to the installation of the sys[em. T'he existing shed has no foundation or floor and must be removed. A pumping chamber will need to be installed to lift the ei�luent to the treatment area.The power supply and switches must be located outside the manhole and pumping chamber in a weatherproof enclosure.A warning device must be installed with light and sound devices;this is in case of a pump failure. The manifold and supply line must have back drainage to the pumping chamber.The distribution pipes shall have their ends capped. Be sure the rock and sand fill materials are clean. The sod layer below the entire mounded area must be turned over.just break up the sod and be sure not to over work. Keep all heavy equipment off of the proposed treatment areas before,during and after construction With proper installation and maintenance,this system should have no problem in treating septic effluent effectively. Nothing other than gray water,(laundry,showers,etc.) Human water and toilet tissue should be disposed of into the septic tanks. Garbage disposals are not recommended. Additives must not be used;they may cause harmful damage to your septic system. [t is recommended that you pump tanks every two years. �`I'�+Y �F OR�N� sincerel}. ^ INSPECTOR P � R I� � ��_. _ ORONO COPY .�.. � DATE — ^ ERMIT NO.�__ v� Joseph J.Olson C] APPROVED A5 SL'H�tiTTED APPROVED WITH CORRECTiONS AS NOTED �� NUT APPROYED-CORRECT&RESU B WIT �� T1+ese caanmetxc ue fot your inforntation. All work shall be dos� ia fult com pliance with a ll app(ica b le septic a n d zoning code. �� Requirements including items not specifically noted in thir rcview. KEfiP THiS ALAN S8T ON S[TE AT ALL TIMES �' 3ay� � --�irt i�_i.s_� ri�'" � .�-----_,._-------- __.___..,.___._______.__,�___�_._ __�___ _ ,4��„�P��.�pPi+7'f c_�,�,�,---- — — I' I� � \ --------- ��_-- ------ � *'�. �, : �� • : FfN y � I - ,` TV.% ;'�I , at. 'yi i `70.0 }/ ,,n. '� `$4/ `I�f� ` � � � t':i�:lk.�'� � 1 1 IMECL. ��/ � EXiS�(In1� � �� ls.i�b��. � �Su� "(f�h\ ''� ` , , < d) TD 3r � � � ` �� . - � "� 1 , �.\ �,_. . � —'fr'—�-h� } l'` �C��tOUL`D �� .,-��! S�A� ;��4� �. fiL'� ) \ _ . �. :! � . Y�a J � . .. � , '- I l__ —t�. . . Li��-'� G�' I \ �`�x�`..T�N�. ,4. I�:; '�.:.;�n � ��e��= ��,� �'�W�' �xts7�NC- a'�1��'� �.e-y, i . � � �/voAG-��. �'� \\ �.._,¢ ��w«s � . " � t�.i � `�� `�-�`� -� -�-�,r —'_�`"'± \� � . - ____ ` ,. il:J� ,. .., .._ ____ , �i J •� �„----�______ j _ _ � --- - � `'— ` � I'��E,�� \~�, r... .,r.... ...�\� ��?IUL.�N/1�I' N�,�'� ..� ��'PvScr, -� ``... .� J �_' �I --,-, NEI,�J r�~ _ -__ '�A/��<< ' ` ____�__---�._ ....-- _._ ,, i G LtG1 51!{IlO.�J y.,-- ._._�_,...-..............> __. , �- ,•,�. � ,''� � I , ,>>; } � ' � , ; � � i , � i . I s J.��__�_. � t ,r � ---- 7..�t�d T�(' o� t�x�sri� � T'rx..��qi,,% . jr` .. .__ w�t�l.� � v'(He r � �� '.� ;�� i�,t3 �,';)�1�� f.� �i? � , Mbv�,�r, M��r.� _ � � 5 I TC ;�,, � � � , � 1=-t��:��_ � � � $p10: ! `---_.___..__----- \ __.___._.. _ --�__------____. .-------- (� Pcrcolation Te.�t -------_ Q Soil Borit�g ' ,� _ � Bencl�Mark ;Check �ill underground uiilides � , �� Property of:To�'� rv��c i.�r_-.� r ' "� C�:.';r,)i;i'---�= i<p;: i'.1 � � ��f, �,I L i�._�±_!L= '_ — Daic�/':�_;_,,,"�/ ±'� Y[�1{763)�19&-8779 . Itusty Olso��'s so�J a.nd nc.:rcolation lcsling !)csigncd by' _ � "�_._. ��_ �� j�� - � � � Q . � � � � �� ' - - � G $ � x _ �� . �� ' : _ �,�$ � s � �� '� _ � , �� _ �� , � ��> _ �� g �� - � � � �� -�.�� .� � .� � _ �� .� S�� s 1 �a� .�� - z � �� _ Q �. 3 . c�ar � � �, �� _ �.� * � � �' � - � �� `�, � -� � ;;� r_ � � . . � _�. � �-,i� w ��$ � � � �' `�'�' �'�a � �� .' d� ,� � �� _ ;,� � � ., c o � ,rs f� �• ' r� ,:, � x r .•. �- n �� ! , �,. � � a� ,. �.. � �� o� - ? � � - _ s ' �� . _.' - " _ --° �� . � �� 'N� .�� oJ ..p � . � , �, Q y,� � 7e 7c � � � � 0 �� . � _ � �� c �� 1�� , . �i �� '' �o =�� '�� _ � ?- ,��v �"� og� � � " 5' �;� �+o �S �� ,,,� - �.l '' - �,.� � ., � _� � - o �`;� ,� � . _ � ,,,.,, ��. � ��t �� -,� - � �� ,�. �` � �� u - ' _ �-� � � � .� � � r o � + t�, - ! °� > � + � � ��s � _? 39 �� - � � �. �� °;� '� � G ; �� a a�r �A$' � S —a I t;, �7 . j �v, $.� �°�� _ I _. � � o � � c .��. , r � � . . g � g� � � 3g _ : ' p S '- � .- .. . . ��!� o a � �r�- -' � . � • • - ap�� _ s -s-�� o . -�_.� O� � s� . \ � Q . ` � � � Aq�� _� Q� I� � � _ � �. , _ �. � � � D w -- co—.- `-' - ~ � a �" � . ' ' � � I � �°�:�.�� " j ^ o �� . .,..• 3 � `� � . — � � �� = Q � � �� _ �� - ��t�� °� A �� .� 1 �(} � � . j , =� �•i � =��1 � r � � ~ � ! - � -� � _ . � �Q w/a N � OSTP Design Summary Worksheet vN��FRs,TY ,� �� Minnesota Pollution OF MINNESOTA Controi Agency ��;�.:-, �Property Owner/Ciient: Tom Micheletti Site Address: 519 Ferndale Road N.,Orono 55356 1. AVERAGE DES�GN FLOW: A. Design Flow: 600 Gdllon5 Per Day(GPD) Note: The estima[ed design flow is considered a peok jlow rote inc(uding a sajety joctor.For long term performance,the average daily flow is recommended to be< B. Septic Tank capacity: 2000 Gallons 60%oj this value. �, Number of Septic Tanks or Compartments: � Eff(uent Screen&A(arm? Y2S Type of Soil Treatment and Dispersal Area _ Type of Distribution OTrenches �Bed OMound OGravity Distributan OPressure Distribution-Level OPressure Distribution-Unlevel At-Grede ODrip Distribution — - __ __--_ _ -—_ _ _ ------ --- _ _ - -- System Type (�✓Type I �Type II �Type III �Type IV ❑Type V 2. SITE EVALUATION: A. Depth to Limiting Layer: 12 inches 1.0 ft B. Measured Percent Land 5(ope: 8.0 % 0.0 C. Soil Texture: LOam Percolation Rate: 18 Minutes per Inch D. Soil Hydraulic Loading Rate: 0.60 GPD/ftz E. Contour Loading Rate 12 Gal/ft 3. DESIGN SUMMARY T�ench Design Summary Absorption Area �ft2 Sidewall Depth �in Trench Width �in Total Lineal Feet �ft Number of Trenches � Maximum Trench Depth �in Bed Design Summary Absorption Area �ftZ Media Below Pipe �in Bed Length �ft Bed Width �ft Maximum Trench Depth �in Mound Design Summary Absorption Area 500 ftz Bed Length 50 ft Bed Width 10.0 ft Absorption Width 20,0 ft Clean Sand Lift y,p ft Upslope Berm Width 12,p ft Downslope Berm Width qg,p ft Endslope Berm Width �2,0 ft Total System Length 74 ft Total System Width 41 ft At-Grade Design Summary Absorption Bed Width �ft Absorption Bed Length �ft System Height �ft Absorption Bed Area �ftz Upslope Berm Width �ft Downslope Berm Width �ft Endslope Berm Width �ft System Length �ft System Width �ft � OSTP Design Summary Worksheet uN��ERSITY .��- Minnesota Pollution OF I�INNESOTA Control Agency J.� ;;,� Pressure Distribution Summary N No. of Perforated Laterals see design Perforation Spacing Se2 d25ign ft Perforation Diameter 1/4 in Ftow Rate �$ GPM Supply Pipe Diameter 1.5 in Total Head 14.0 ft 4. ORGANIC LOADING(if pretreatment is being used) Organic Loading to Pre-Treatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000 C� 4Pd X ��mg/L X 8.35: 1,000,000= �lbs BOD/day Calcula[e System Organic Loading: (bs. BODlday :Bottom Areo =lbs/day/ft2 ��tbs/daY- C�ftz= �lbs/day/ftz Comments/Speciaf Design Considerations: I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. Joseph J Olson :.!� �,:-�•--_---_--_____ �--"'""" 810 12/29/10 �r (Designer� �� (Signature) (License#) (Date) OSTP Mound Design UNIVERSITY Minnesota Pollution Worksheet OF MII�'NESOTA � ., �`�� Control Agency -- _ 1• SYSTEM SIZING: A. Design F(ow(Design Summary lA): 6�� GPD Tabie I P.'�OiJN[>Ci�NTOUR LOADlNG RAT[S: B. Soi(Loading Rate (Design Sum.2D): �.60 GPD/ftZ . _ �o�cour '•',�a>ur:�j �eeture-dorived ;-.� Load�ro r'91:: h:3t•�.� ` ,^.};�iJlld a�JSp`"Flt!tirl!.32iG C. Depth to limiting Condition: 1.0 ft Rai�:' D. Percent Land Slope (Desrgn Sum. 28): $.0 9� -^''��,�' �.�. �.3 � �. �.-�.z.� -tz E. Design Media Loading Rate: 1.2 GPD/ftz �' '�c,,;�� :-� `,.o _�, F. Mound Absorption Ratio: 2.0 _ ��,,,;,,� ,� �;• F.• G. Design Contour Loading Rate: 12 GPD/ft 'Systems with these vatues are not Type I systems. (From Design Summary 2E-same as Linear Lodding Rate) Contour Loading Rate is a recommended value. 2. DISPERSA�MEDIA SIZING A. Calculate Required Dispersol Bed Areo:Design Flow (1.A):Design Media Looding Rote (1.E)=ftz If a larger dispersal media 600 GPD: 1.2 GPD/ft2 = 500.0 ftZ area is desired, enter size: �ftZ B. Calculate Dispersol Bed Width: Contour Loading Rote (1.G):Design Medio Looding Rate (1.E)=Bed Width 12 ft = 1.2 gpd/ftZ = 10.0 C. Calculate Disperso(Bed Length: Dispersal Bed Areo (2.A) :Bed Width (2.6)=Bed Length 500.0 ftZ : 10.0 ft = 50.0 ft D. Select Dispersa(Media: 3• ABSORPTION AREA SIZING Note:Mound setbacks are measured from the Absorption Area. A. Calculate Absorption Width: Bed Width (2.B)X Mound Absorption Ratio (1.F) =Absorption Width 10.0 ft X 2.00 = 20.0 ft B. For slopes from 0 to 1%, the Absorption Width is measured from the bed equally in both directions. Calculate Absorption Width Beyond the Bed: Absorption Width (3.A)-Bed Width (2.6)=2= Width beyond Bed ( N/A ft - N/A ft) : N/A = N/A ft C. For slopes>1%, the Absorption Width is measured downhill from the upslope edge of the Bed. Catculate Downs(ope Absorption Width:Absorption Width (3.A) -Bed Width (2.6)=ft 20.0 ft - 10.0 ft = 10.0 ft Comments: S(ope, CLR Choice,Moteriaf issues 4• MOUND SIZING A. Calculate Cleon Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Cleon Sand Lift (1 ft minimum) 3.0 ft - 1.0 ft = 2.0 ft 8. Calculate Upstope Height: Clear SQnd Lift (4.A) +,-nedia depth (1 ft.)+cover (1 ft.j=Upstope Height 2.0 ft + 1.0 ft + 1.0 ft= 4.0 ft (r.}4_)I.�Re Mu�r.��6t�'aDlr � land Slope i. , i� i � 2 9 � a 5 e 1 a y �,i � ii ' i2 , i� � ia �5 � io n � �R i� 2o tt 21 13 1a � 25 � '� Ih,_1�� i:l�.'.0� 2 yi i.33 i.75j2.6b Z.51 Z.S.�z.ad Z.J_ :.35 ?.31'Z.26 '_=1�?.'?j't.13 a.°9j<'.05 LQ3 i LP�� i."vi� �.SS I.ii� Lif j I.E9 1.8?� i.Ei� I F::�I��R,;;!�: »:Ij.:.OP 's.35 i.70 >.5?�>.15 3.;3 's.:i 3.12 3.Ui 2.51 2&5�2.78 L10'L6' "1.55 i..td 2.:1 2.?5 2.23 1.1? 2.13 2.G8 2.Oi ,.ya 1.5;: ��LandSlope��o � 2 � 3 a 5 h 7 8 9 t� fi �2 �3 ia i5 i ib i7 r8 iv ' z6 1I 1I 2; te [5_�': � � .�:il;i� .. ?:I :L� ��>� � :..{t �5' :55 ?i ' ?' y' i�`.�.• .i3. E._J .6i 7. ;i 7.J7 .ii�3.-I� $.9� i.15 "�;; � . ] �_�.i . &l� il a._9�..J d 5i�:.YS _J 'S A 1 q � ] i .;. E�iti1F: � -�:1 �.tK: »'?�_ 5 »�aI.JA��S.ii:� 5.:<15 ' t.c5 E.6;;?.Id ?.5i 3.25 d9_' i.5?��6:1 t0.51 11.67 12.�2".3.1i i3.9Y '.1.A1 E5.E.7 !6.:- 17.1,'� � Select Ups(ope Berm Mu(tiplier (based on land slope): 3.00 (figure D-34) D. Calculate Ups(ope Berm Width: Multiplier (4.C)X Upslope Mound Height (4.6)=Upslope Berm Width 3.00 ft X 4.0 ft = 12.0 ft E. Calculate Orop in E(evotion Under Bed: Bed Width (2.B) X Lond Slope (1.D): 100=Drop (ft) 10.0 ft X 8.00 % = 100= 0.80 ft F. Calcutate Downslope Mound Height: Ups(ope Height (4.6)+Drop in E(evotion (4.E)=Downs(ope Height 4.0 ft + 0.80 ft = 4.8 ft � Select Downslope Berm Multiplier (based on land slope): 3.95 (figure D-34) H. Calculate Downs(ope Berm Width:Mu(tipfier (4.G)X Downsiope Height (4.F)=Downslope Berm Width 3.95 x 4.8 ft = 19.0 ft I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.6 or 3.C)+4 ft. =ft 10.0 ft + �� ft = 14.0 ft J. Design Downslope Berm =greater of 4H and 41: 19.0 ft K. Select Ends(ope Berm Multip(ier: 3.00 (usuatly 3.0 or 4.0) L. Calculate Ends(ope Berm (4.K)X Downs(ope Mound Height (4.F)=Ends(ope Berm Width 3.00 ft x 4.8 ft = 12.0 ft M. Calculate Mound Width: Ups(ope Berm Width(4.D)+Bed Width (2.6)+powns(ope Berm Width (4.J)=ft 12.0 ft + 10.0 ft + 19.0 ft = 41.0 ft N. Calculate Mound Length: Ends(ope Berm Width (4.L)+Bed Length (2.C)+Ends(ope Berm Width (4.L)=ft 12.0 ft + 50.0 ft + 12.0 ft = 74.0 ft 5. MOUND DIMENSIONS GREATER THAN 1%SLOPE � _------------------------------------ � Upstope (4.D) �2.0 I � , i ; ;— -- `� , . � � � � Dispersal 6ed: (2.E� x 2.r.} -� +Endslo e i4.L1 , Endsto e (4.L)�, �r - 12 0 - � �12.0 � � ! 50.0 �; 10.0 � � � � ! � ; j i - — — J > -C i U � r' ' � J � Q � I C �` ,i C �a Downslope (4.J) �9.0 ,__, _ o - ----------------—--------------—- —-------- . � Total Mound Lenath (4.N) 74.0 4" inspection pipe 18" cover on top Upslope berm �4.D1 Downslo e berm �4.J) 19.0 12_0 � 8— 12" cover on sides -% __ _.____^ \_.i �6" topsoil► ; —�� I 2.0 C�E'��Il SdilC� �ifC �4./-!) ��- \�. � 1.0 ;. _ � ''- Absorption Width (3.A) Note: 20.0 F�r u iu i°� sto�es, A(�sv��tiot� Wi.�'itfi is me�+surecJ from tlie 6edequaily i�i I�uii� directians. For slopes >1Ss, Absorption Width is measured downhill from the upslope ed�e of the Bed. I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. 7 � ,.._. _,. .._. Joseph J Olson .� 810 12/29/10 (Designer) (Signature) (License#) (Date) . OSTP Non-Level Pressure Distribution UNIVERSITY ` � Minnesota Poflution Design Worksheet OF MINNESOTA �� " ' Control A enc ,�_��.� 1. Enter soil treatment area (STA)length in order of the Highest Elevation to the Lowest Elevation: Lateral 1 Pipe Elevation 91.4 ft Length of STA from manifold 25 ft Highest Lateral Z Pipe Elevation 90.2 ft Length of STA 25 ft Lateral 3 Pipe Elevation ��ft Length of STA ��ft Lateral 4 Pipe Elevation ��ft Length of STA C�ft Lateral 5 Pipe Elevation ��ft Length of STA �_�ft Lowest 2. Calculate Change in Elevotion over the laterals =Highest Elevation (Lateral 1)-Lowest Elevation(Last Lateral above) 91.4 ft - 90.2 ft = 1-2 ft 3. Select Minimum Average Head: 1.0 ft Use 1.0 ft for dwellings using 1/4 inch or 3/16 inch holes. Use 2.0 ft for dwellings using 1/8 inch hotes;or,for MSTS or other establishments using 1/4 inch or 3/ib inch holes. This worksheet cannot be used for a Minimum Average Head of 5.0 feet. Design must be modified or valving must be used to equalize flow. 4. Calculate the Totol Heod =Minimum Averoge Heod (Line 3)+Chonge in E(evation (Line 2) 1.0 ft + 1.2 ft = 2.2 ft 5. Calculate Pressure Head for Each Latera( A. Highest trench elevation (Pipe Elevation 1):Pressure Heod equals Minimum Average Head (Line 3) B.All other trenches:Pressure Heod equals Minimum Avernge Heod (Line 3)ptus the Change in Elevation from Lateral 1. Minimum Avera e Head tievation or tievation or 4 �atP�a� � i arP�� Pressure Head �at 1 1.0 ft + [ 91.4 ft - 91.4 ft] = 1.0 ft Lat 2 1.0 ft + [ 91.4 ft - 90.2 ft] = 2.2 ft Lat 3 �ft + [�ft -��ft] _ �ft Lat 4 �ft + [�ft -�ft] _ �ft Lat 5 �ft + [��ft -��ft] = C�ft 6. Determine the Flow Rate per Hole � = 1 9 . 65 cd 2 � Select a Perforation Diameter and the corresponding gallons per minute from the Perforation Discharge table below, adjusting as needed. c=0.60;d=perforation diameter; h=pressure head or Calculate Perforation Discharge(�in GPM: Lat 1 Pressure Head 1.0 ft Perforation Diameter 1/4 - 0.74 GPM 0.25 Highest Lat 2 Pressure Head 2.2 ft Perforation Diameter 1/4 = 1.09 GPM 0.25 Lat 3 Pressure Head � ft Perforation Diameter� - � GPM FALSE Lat 4 Pressure Head �� ft Perforation Diameter�� - �� GPM FALSE �----- ,_.� �.---- -- ��--, �-� - - - -. f� - f-1 ,-�.. _.. -- . OSTP Non-Level Pressure Distribution UNIVERSITY ; Minnesota Pollution Design Worksheet OF MINNESOTA �''� - - Control A enc ,,�,��;. 7. Calculate Flow in Gallons Per Minute for Lateral 1 A. Select Perforotion Spacins: 2.0 feet Perforation Discharge(GPM) Perforation Diameter B. Length of Latera(s =Length of STA(Line 1) -2 Feet Head (ft) ,�8 ,��6 ,�3Z �� 25 -2 ft= 23 �,p' 0.18 0.41 0.56 0.74 1.5 0.22 0.51 0.69 0.9 �• Number of Perforation Spaces =Divide the Length of Lateral 1 (7.B)by the 2.Oe o.26 0.59 o.so i.o4 Perforation Spacing(Line 10)and round down to the nearest whole number. 2.5 0.29 0.65 0.89 1.17 Check Table II to ensure the maximum number of perforations is not exceeded. 3.0 0.32 0.72 0.98 �.28 4.0 0.37 0.83 1.13 1.47 23 fci 2.0 fc= 11 spaces s.o o.a� 0.93 �.zb 1.65 a: Use 1.0 for dwetlings using 1/4 inch or 3/16 inch D. Seled Type of Manifold Connection (End or Center): �end ❑Center hotes. E. Number of Perforations=Number of Perforotion Spaces(Line 11)+ �, b: Use 2.0 for dwellings using 1/8 inch holes;or,for � other establishments using 1/4 inch or 3/16 inch 11 Spaces+1 = 12 hotes. F. Flow Rate for Latera( 1 =Number of Perforations X F(ow Rate Per Hole for Laterol � c: Use 5.0 for other estabtishments using 1/8 inch perforations and media filters. 12 X 0.74 = 8.8 GPM for Laterat 1 8. Calculate the Gallons Per Minute Per Foot for Lateral 1. This value will then be used to make sure that the gallons per minute per foot is equivalent in each tateral Gatlons Per Length= Flow Rate for Lateral 1 divided by Length of Lateral 1 8•8 - 23 = 0.38 GPM/Foot Maximum N�m�r of PerFc--ations PeF Lac�al to Guarantee•1�Discharge Variation �Inch Fertorar��s 7r32 lnch Petfaration; Fip>_-Char-.eLer 1lnchzsl Pe�foration Sp�ci� Fi�Cnasrse:er(.Inchesl pef'F;�r3Ck�'l S�'orn�iFe?CI - e �tS �;S L , (fEEYt f 1'.. tt� � ?, L 10 13 18 30 60 2 11 16 2t 3�t 68 z�� ° f2 �6 28 5a 2ti: in �� 20 3Y 6�i 3 � 12 16 25 52 3 4 1-i 19 3!1 6C1 7 '�6 lnch Per."oratiorts f.'g Inch Ferivrat•ons Fipe Diamet-rr tlrxhesl Perfaratio�Spxing Pipe Chameter IlnchFz} Perfurat��Sp�cn;;IFeetl 1 1,�; tt: Z = iFep:l t t'•: tti: [ 3 Z 12 1E Zb 46 67 2 21 33 -i-1 74 1�9 Z'� 12 i 17 24 40 8Q �: 2Q 3�J 41 69 135 3 i 16 22 37 75 3 2fl 29 3R b; 128 9. Balance flows for other lateral lengths,spacing, and size. If you end up with large perforation spacing(3'is max) lower the initial spacing for Lateral 1 (Line 7.A)or the perforation size (Line 6) Lateral 2 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 23 ft X 0.38 GPM/ft= $.$ GPM Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.2) Check Table to ensure the maximum number of perforations is not exceeded. 8.8 .- 1.09 = �perforations Select Type of Manifold Connection (End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) DEnd ❑center ( 23 ) : ( �$ Perforations-1) = 3,2 ft , OSTP Non-Level Pressure Distribution UNIVERSITY � Minnesota Pollution Design Worksheet OF MINNESOTA Control A enc -,,�..��:.� Lateral 3 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) � ft X 0.38 GPM/Ft= O.O GPM Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.3) Check Table to ensure the maximum number of perforations is not exceeded. 0.0 .- �� _ #VALUE! Perforations Select Type of Manifold Connection (End or Center): Spacing=(length of Lateral)/(Number of Perforations-1) ❑E�1 ❑Center (�� ) � ( #### Perforations-1) _ #### ft Lateral 4 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) �� ft X 0.38 GPM/Ft= O.O GPM Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.4) Check Table to ensure the maximum number of perforations is not exceeded. 0.0 .- �� _ #VALUE! Perforations Select Type of Manifold Connection (End or Center): Spacing=(Length of Laterat)/(Number of Perforations-1) ❑E� ❑Cen�r (� ) � ( #### Perforations-1) _ #### ft Lateral 5 GPM=Length of Lateral X Galtons Per Minute Per Foot(Line 8) C� ft X 0.38 GPM/Ft= O.O GPM Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.5) Check Table to ensure the maximum number of perforations is not exceeded. 0.0 - � _ #VALUE! Perforations Select Type of Manifold Connection (End or Center): Spacing= (Length of Lateral)/(Number of Perforations-1� ❑E� ❑Cencer (�� ) � ( #### Perforations-1) _ #### ft 10. Calculate Total GPM for system -the total GPM need from the pump. Lateral 1 Flow + Lateral 2 Flow + Laterat 3 Flow + Lateral 4 Flow + Laterat 5 Flow = Total Flow 8.8 + 8.8 + O.O + O.O + O.O = 17.7 GPM 11. Summary Enter the minimum pipe size that atlows for even distribution and the volume of liquid in the pipe from Volume of Liquid in the table. Pipe Total Volume Pipe Liquid Pipe Volume Pipe Length to Fill Pipe Perforation Diameter Per Foot Pipe Size(in) (gaVft) (ft) (gal) Size(in) Spacing(ft) (inches) (Gallons) �aterat 1 1.5 0.110 23 2.53 1/4 2.0 Highest � 0.045 Lateral 2 1.5 0.110 23 2.53 1/4 3.2 1.25 0.078 1.5 0.110 Lateral3 0 #VALUE! 2 0.170 �aterat 4 0 #VALUE! 3 0.380 Lateral5 0 #VALUE! Lowest 4 0.661 Total Volume of Distribution Piping= 5.1 Min. Delivered Dose Volume=Five X the Total Volume of Piping= 25.3 I hereby certify that I have completed this work in accordarjfe with._all_applicable ordinances, rules and laws. / ,i Joseph J Oison -/�' 810 12/29/10 (Designer) � �� (Signature) (License#) (Date) . OSTP Pump Selection Design - t1NIVERSITY � Minnesota Pollution Worksheet OF MINNESOTA ''� " ControlA ency ,,,`��.� t. PUMP CAPACITY A. Pumping to Gravity or Pressure Distribution: ��a�iN �ressure 1. If pumping to gravity enter the gallon per minute of the pump: ��GPM 2. If pumping to pressure, is the pump for the treatment system or the collection system: �reatment System O Collection Sys�m 3. If pumping to a pressurized treatment system,what part or type of system: � Soil Treatment Unit �:-Media Filter ��Other 4. It pumpmg to a pressurized distnbution system: 17.7 GPM (Line 11 of Pressure Distribution or Line 10 af Non-Level or enter i/CollecNon System) 2. HEAD REQUIREMENTS Soi Ireatmenl system 3. Elevation Difference 6 ft &poin[oi discharge between pump and point of discharge: `"' � 1e�9�h NOTE:IFsystem is an individua(subsurface sewage treatment s°�iP�y�'� system,complete steps 4-9. If system is a Col(ection System, nletpipe skip steps 4, 5, 7 and 8 and go to Step 10. a� yf I{ d ffere�n e• . _�.. ._ I I L. -. .� ' �I- -,: 4. Distribution Head Loss: ��ft + --------------------------- -----------_ 5. Additional Head Loss: �ft(due to special equipment,etc.) Distribution Head Loss Friction Loss in Plastic Pipe per 100 ft Gravity Distribution = Oft (C=130 Nominal Pipe Diameter Pressure Distribution based on Miniinum Average Head FIOW Rdte Value on Pressure Uistribution Worksheet: �GPM� 1 1�/a 1'/z 2 3 Minimum Avera e Head Distribution Head Loss 10 9.11 3.08 127 0.31 --- 1ft Sft 2ft 6ft �2 12.77 4.31 1.78 0.44 --- 5ft i oft �4 16.99 5.74 2.36 0.58 --- 16 7.35 3.03 0.75 0.10 6. A. Supply Pipe Diameter: 2.0 in �g --- 9.'14 3.76 0.93 0.13 B. Supply Pipe Length: 200 ft 20 --- 11.11 4.58 1.13 0.16 25 --- 16.79 6.92 1.71 0.24 7. Based on Friction Loss in Ptastic Pipe per 100ft from Table I: 30 ___ ___ 9.69 2.39 0.33 Friction Loss= 0.89 ft per 100ft of pipe 35 --- --- 12.90 3.18 0.44 40 --- --- 16_52 4.07 0.57 g, Determine Equivalent Pipe Length from pump discharge to soil dispersal 45 ___ ___ ___ 5.07 0.70 area discharge point. Estimate by adding 25%to supply pipe length for fittin loss. Su l Pi e Len th 5.8 X 1.25=E uivalent Pi e Len th 50 --- --- --- 6.16 0.86 S PPY P 3 ( ) 4 P 3 55 --- --- --- 7.35 1.02 200 ft X 1.25 = 250.0 ft 60 --- --- --- 8.63 1.20 9, Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line 6)by 65 --" --- --- 10.01 1.39 Supply Friction Loss= 70 --- --- --- 11.48 '1.60 0.89 ft per 100ft X 250.0 ft - 100 = 2.2 ft . OSTP Pump Selection Design UNIVERSITY `� Minnesota Pollution Worksheet OF 1�/IINNESOTA � Control A enc Y.��, 10. Equivalent length of pipe fittings. � Equivatent Length Factors(ft.)for PVC Pipe Fittings Section 10 is for Co!(ection Systems ONLY and does NOT need to be completed for individual subsurface sewage treatment systems. ; Fitting Type �Pe Diameter(in.) 134 2 3 Quan[ity X Equivalent Leng[h Factor=Equivalent Length �ate valve �.07 �.;8 2.oa 90 Deg Elbow 4.03 5.17 7.67 Fittin T e Equivalent Equivalent a5 Deg Elbow Z.15 2J6 4.09 g yp Quantity Length Factor Length (ft) Tee-Flow Thru 2.68 3.a5 5.11 Tee Branch Ftow 8.05 10.30 15.30 Gate Valve X - I SNring Check Valve 13.40 17.20 25.50 90 Deg Elbow X = Angte valve 20.10 25.80 38.40 Gtobe Valve 45.60 58.60 86.90 45 Deg Elbow X - ButterFly valve 7J5 11.50 Tee-Flow Thru X = Tee-Branch Flow X - NOTE: Equivalent length values for PVC pipe fittings are based on calculations using the Hazen- Swing Check Valve X - Williams Equation. See Advanced Designs for SSTS Angle Valve X = for equation. Other pipe material may require Gtobe Valve X = different equivalent length factors. Verify other equivalent length factors with pipe material Butterfly Valve X = manufacturer. Valve 10 X = NOTE: System installer should contact system designer if the number of fittings varies from the Valve 11 X - design to the actual installation. A. Sum of Equivalent Length due to pipe fittings: ��ft Hazen-Williams Equation for h B. Toto(Pipe Lenqth =Supply Pipe Length (5.6)+Equivalent Pipe Length (9.A.) 1�� j jl = � ��- ��i.s� ;� j � ft + � ft =�ft i D-t.57 �: C. Hazen-Williams friction loss due to pipe fittings and supply pipe(h�): Q in gpm L in feet D in inches C= 130 (10.5 .- Pipe Diameter°'B7) X ( Flow Rate : Constant)'�as X Total Pipe Length (10.6) (10.5 = �ina.e� ) X (��gPm=130)'_es X �ft =�ft L.�I 11• Totof Heod requirement is the sum of the E(evation Difference (Line 3),the Distribution Head Loss(Line 4),Additional Head Loss(Line 5), and either Supply Friction Loss(Line 9 ),or Friction Loss from the Supply Pipe and Pipe Fittings for collection systems(Line 10.C) NOTE:Supp(y Friction Loss(Line 8)need ONLY be used if NOT a coltection system. NOTE:Friction Loss from the Supply Pipe and Pipe Fittings(Line 9.C)need ONLY be used if system is a collection system. 6.0 ft + 5.0 ft + �ft + 2,2 ft = 13.2 ft 3. PUMP SELECTION A pump must be selected to deliver at least �$ GPM(Line 1 or Line 2)with at least �4 feet of total head. Comments: Pump type I hereby certify that I have completed this work in accordanc with all applicable ordinances,rules and laws. ��..__..---•--�-"__.__...._____ _ Joseph J Olson �,,-�,*.°''S� 810 12/29/10 (Designer) '�< (Signature) (License#) (Date) Loqs of Soil Borinqs License #810 Location or Project: 519 Ferndale Road N Borings made by: Rusty Olson's Soil and Perc testing 12/22/2010 Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other Auger used (check two}: Hand_X_, or Power , Flight, Bucket or Probe X Boring Number_1_Surface elevation_87.4_ Mottled Soil at 1.4 feet 0"-4" Dark brown loam 10yr4J2 H20 present at_X_ 4"-17" Brown loam 10yr5/4 17"-30" Rusty brown loam to clay loam 10yr5/4 Boring Number_2_Surface elevation_87.4_ Mottled Soil at 1.0 feet 0"-4" Dark brown loam 10yr4/2 H20 present at_X_ 4"-12" Brown loam 10yr5/4 12"-24" Rusty brown loam to clay loam 10yr5/4 Boring Number_3_Surface Elevation_89.2_ Mottled Soil at 1.4 feet 0"-4" Dark brown loam 10yr4/2 H20 present at_X_ 4"-17" Brown loam 10yr514 17"-30" Rusty brown loam to cfay loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 10:40 A.M. On 12/23/10 Location: 519 FerndaleRoad N. Hole number: 1 Date hole was prepared:12/22/10 Depth of hole bottom_12"_ inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil texture 0-4" Dark brown loam 10yr4/2 4"-12" Brown ioam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Daie of initial water fiiling 12/22/10 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Sipnon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate � 10:54 11:24 6" 1.0 30.0 11:27 12:07 6" 1.0 30.0 12:Q8 12:38 6" 1.0 30.0 AVERAGE PERC. RATE 30.0 MPI . . Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 10:40 A.M. On 12/23/10 Location: 519 FerndaleRoad N. Hole number: 2 Date hole was prepared:12/22/10 Depth of hole bottom_12"_ inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil te�ure 0-4" Dark brown loam 10yr4/2 4"-12" Brown toam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initiai water filiing 12/22/10 depth of initial water filling 12 inches above the hole bottom Method used to maintain af least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 10:55 1 i:25 6" 5.5 5.4 11:26 12:06 6" 5.5 5.4 12:09 12:39 6" 5.5 5.4 AVERAGE PERC. RATE 5.4 MPI S•..e= I '� � DATE TIME V CITY OF ORONO `� CALLED IN INSPECTION NOTICE / SCHEDULED Z � PERMIT NO.�Q/l' OD1'� �� COMPLETED ADDRESS S�C/ �`�h�-�C� �� OWNER T EPHONE NO.�"�-�� CONTRACTOR S ,/ /��/YI �: DESCRIPTION -/-�-� � � � � � ❑ FOOTING PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL O ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATfON/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a o l--� — %l�x 7 �rf1 /lU..�J �'�,� l � �� <« ° C'� ��'n � y"C , �t.�P ��► Q L�.1C�� , �� c.�� }-a� `.� � �l. � � _ o � � — �c�r� b� 7�- T��p.�� t.e � f2°t.t�u,� � ia�l/-��l ��e O��Ti:��, a W� ORKSATISFACTORY:PROCEED -�PROJECTCOMPLETE W ❑ CORRECT WORK&PROCEED :� ISSUE CERTIFICATE OF OCCUPANCY O ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR O INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �952� 249-460� OwnerlContractor on site: Inspector. White Copyllnspector's File Canary CopylSite Notice