The URL can be used to link to this page

Home My WebLink AboutSeptic design , . �:... � " .� � �� .�,� �� °� `�t� �a ;�T�� ` Q�-��;�Y��,�� i oseph Olson D.B.A. 5 ��' �' � ��j..Q�, �C`Z`��` �rs Olson's--Soil and Percolation Testing �� Jose�h J. Olson--MPCA License#810 P�' 11481 Riverview Rd. NE, Hanover, MN 55341 (763)498-8779 Fax (763) 498-8290 Revised February 26,201� Denali Custom Homes 4565 Bayside Road Orono,Hennepin County This on-site Sewage Treatment System is designed to change a Type ],three bedroom house into a Type l, five bedroom house in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. __��--------� _. The periodically saturated soils were locatedr�i inches(mottled soi��Due to the periodically saturated soils,a pressurized mound system will need to'tie installe o e e septic effiluent. The bottom of the trcatment area must be located at least 3' above the saturated soii�. . All neighboring wells are located greater than I00' away from proposed treatment area. � The existing mound rock bed is 41 foot long as per city records.The rock bed must be extended 22 fcet for a total of 63 feet of rock bed.This will confottn to a type 1 five bedroom house.The existing rock bed dces conform to the three foot separation to the saturated so�. The soils at a depth of 12"have a percolation rate averaging 13 MPi. The existing septic tanks must be abandoned and two new 1300 gallon septic tanks need to be installed. r�---- _ .' .... _.. - A11 tanks need to be insulated if there is less than two feet of cover over the top of the tanks.Clean outs must be/in�s�lled o�he end of the laterals for maintenance..t h�/` �V� � 1,2v�f S-G� �,,�, /, ��'�ti'`��r f'{t v j 1` /`t/F��,7 �s� j�►,� �1 s t f-+u�' �,.....� j ,t!-�f.� /�-�'�n H,.�. .�<?;�:,�t�� A I�00 gallon pumpmg chamber will nced to be installed to lift the effluent to the treatment area.The ' power supply and switches must be located outside the manhole and pumping chamber in a weatherproof enclosure.A warning device must be installed with li;ht and sound devices;this is�g..��ese-e€�-�mp failure.A flow measurement device must be installed. Including but not limited to �wat �r me event / counter,running time clocks or electronically controlled dosine. /Q f�,a...• c.. A�.+► 6 t �,!-�vsr.� I�ewteP __— __ _, �� — Keep all heavv equipment off of the proposed treatment areas before and after construction.The area around both sites must be fenced off by the contractor before any construction be�ins.This Desi�n is not valid and the Svstem will need to be relocated if failure to protect the areas aroposed for On-Site Sewa�e Treatment occurs. VVith proper installation and maintenance,this system should have no problem in treating septic effluent effectively.Nothing other than gray water,(laundry, showers,etc.)Human H�ater and toilet tissue should be disposed of into the septic tauks.Garbage disposals are not recommended. Additives must not be used;they may cause harmful damage to your septic system. It is r�s�ded-t�aLy� �n�mp.tl�..t�xLk everv two___ years for two tanks. i��s �,�� O �� "'�,a, 3 ��,€��__.��__..�.._�_... Sincerely, "'�� _ �_..�� _ .. . _ � �_.._ -- __._ � e� Joseph J.Olson ; _. t E �,.�� . .. . _, �..::,� � , � ��^-•-�----�--�--_... ..,_,..-�.. _:_.,.,_.,.....,,.__.-.... � �� '1es��d:. �':.n �e�p�'��`C.ti�� _____.�......._._..,. --__�_._� _ __ _ __ , _ _ _ ----- -- --�--�-_---�"- - , - ,. . � � _ �/ = /�,��'- y-i _�-- D . �� E — -� � � '� �^ D �:`�w�7"' �kF� �� V� /� � / 0 0 - ��-�v� 1—,�---�� i� / w I � _,�_ .�.=-`--——— �/ / � � fc� V. / �iai�.al — --�'-- �f ,� lafLDING �,-`4��_:v; �V�" l i� � ETBACK � � _ � t � ��s �\ i �.� � -�� NES �i '.. ' i i� /ji� � ,� ,/ tion.�)/ 30 � ^ �'- t .' r + � � � ,�k��/ � I � �� 7c PRO SED T� .i �� i� � � / ��_ PRO TION f E � I N /�_ ' b i ` _, ��,��oiss) // � `� ;.�i��'y� / rP� ' '/ �� ,o�o.,� ��\ � � � � \, %N I � � -r� �// �' �� -1p20' � ✓ o i�// �, �r ��I � s � I� O J' ,- , o l= � I ;� + o I / jo o . � , ,o� •� i � c,o,s5, � ---� � 30 �cn � ��T r � s i I �� I G � i ' � : �c i I / :':n:.,,-;:; �$�4 I � � I i s �� r.fPTIC � - - � � I �, � -1., i � � c�o,�a� �ITE /�x�� ` ./ i � � �.ro?o �� i 1 .i 0 0 �D E��D �` � ---..--- � � , \`� I � � � � � �/ � _-- — � = --- S 8� 5�� 5 E � �� ' � �„o�`�s ,�, � /��r— � ry _------�— \— —\. i ��—� I � � " i � s" � o--_�� '� � I / f Ba�tOEP' / M \\ \ � / � 1 � /� � �fY'___� T 1026i —rr_ac_�__� \ ``� � \ / �j 1 ti.4� � ' � .p�� I � � «,� �oZe– � �� D \�� .�/'�v I AY � � � \ �; u I I _� � O � \\ �� \ , � ,�` `,. i ; { o� ,oz6 ',w o � ' `� �..�-�--...-.I..��----�----�----;�: -..... ........�...N .., .. � ��, � �� o / � ,.�o � 7.09- ACRES TOTA 1 � �.�.'.�;�;�--�=� j ' _ I � ` ""` � .83'_ ACRES DRY \ � �. . .. 3 --- + � 1 ,'5,�,�0�o'` � � � .26' ACRES WET 1 J-��-� I ! � � 5`"�Pf20POSED \�� I �-��J'e°� � t � � � � � ' MOUSE xasss : ` i � �/ �^ � � � � , i , 1 \Q\ (SEE. DETA�� _--1028-- f�i'� ��1��` \ \ \ \ �,��.�,. `ecr+�v�u-, , � % 'r�' \ �•.�� \�\�\� \� \� � �PATIO � /l — —1026�� i�T\\ � � � \ \ � � �O�' �. ' � . �' /_tf,' \ \ \ N Bw:'0` :: -i � {''°�'-��\\�\\�� \\ \ \ � �� ' �e ii �01 �_-- --1024.resr sa \�� '\ � \ � � O \ � � � ��4 �/ (��q�� -�._./i "` V \ ��\'\� � � � � � � � \ �' � ��22�. .,`\ \, 1 �' �\I• • \ � \\�\\\ �\ ,� �\ \� ��ii �� //� � �'-_ �'��` \� .!P��\� �� l��' ,� \�� /� �-1�2�-� � � �E �__ 1 0 � \ \ \� O �0? :°•." - �i i,o �x� �{io2s.o �IA\r .b�\ \�� \�\��\10�l�S\ O � i: i�PROPOSED SILT \ ` --' ...\ � � ��. \ �� o�� :s -� aw rR� aRo-� �� fi'.� �\R \ � \ � jl��O� \ �.� \ �� ` TECTION FENC� \ 'Il1M '-- C�L � \ \ �q, � � \ � �� .o — ( � �.�^�• �Y . � �� -\ \ � \ j Op`'Sr � \ � � � �q':,: Ex•s , i ' � S `�� C �\\ \ \ � \ ` �?\\\� �� \\ �\ g:i�� (<oLlc L1� \ � (� . I 30� \�\ \�\�`�\�i9,�,� ��\�'�\� \� ��:j� � �Ivx`11 . � A , � yf i �cv �\ \ \ \. �.9�A�� \�� \ \,\�\ \�\� \� �'`` �I�o � �� y // a. \� \ \ `�c '�7`�� \ •. �� y�� P�^ � �� 20 .y_� i ".-�'\\a�\��D��\�\\\ \� \� \ \\�( y� �Ei\�� -t4 � \ \ � � � // � \� LL� �8��\��-\ \ \ \ � \ \ `C �1�\ �� k'- �� `�. / � �� \y:9j�2�\ � � \�'�C \�'`\ \�`� �� -�--Y--':� _ ----r-- T�\�9)�a+8��\\ \ �� \ � � \Ei �� \ / / � �\ 9j�x.\�\o\\�� \ ��\\� •`;'�� 1 \ Nt�i,W 1 ��. '��p A V � �A `� A V ��\ \�� V �� \� V I �� Y� �`a�, � � � � �� .� � ; I �: ;', � .�—8—� ��rt\ -��1�� _�� \ � \�--1—�— � ————\�-� —'-�1�' .` �� ' \ \ � � � ' � � � � 1 1 � / � ��............. ----�� N 89 49 43 W � ••••_.... o � �� ............... I 33 _-----�-��!/� l 1�, a,�.-3C�': �So�r.rE; � — � �,,;.,�,a, ,1' Jo x 1�. � � � L__—__�__ �� lo l l..SC � t9� �— . . , � ., .,,,.� �� #� --- k-- _ ,-� __—�e � To� v i�r ._...._. 1La.u_S[sLnet-�E�Y----- HoulE . �� * eW P'i�11. . �orw N�,�tsz, �� . .fYst�•••�• °'4 �>� - '� �'�'� SOIL 80R1NG ELEVAT10FtS �,. !�i�.'v �. : . _�«��,�,+N nrt i0 � TN.I�Q-'w- SNnc 3Nt6 dM� � �f�¢!AK r+at K uN W T�=8—-_ ��. 11-x: 13cr!� tr�[ t+�► �•c.�tn...s.sar ea.+ T1{�EL-_ bAIC bacs ��1.'� TM��.•-- LwL 5 T��Q-'_— I i010,( ' �, 7HJK 8..-_ a_" ;ai 'r,k SF7'.$ACKS syrtrm rmtt!D.: Tank�''(rom P�W�Y ilnos �„�'frwn wrtls �•frota biQy� TresU�nent area - •from lak��..-''�"r's RocK QED Aaanav ��,,.,��,aa.�rs.+r+�•��f Treatment arca 2�-j from preP�n1'Ilne� TY!!—!..�.�/l�pWcopOo�aa-r'—�(��'q� .^_:,.R.brtS�a��` � �rom.rens ;�-.,_,�IJidtr x.t=p.�t��l..;%°s4�of b�at�nt tna l l 1 o ft w�Q� ^ -3�. tlQtdop�tun��o 1 z ��- tNlpflt�'�RI�`� . .e„" �o 'trwn blQps. � �� NaaA.ru ana x R ae� of rock•��u.rv n-L�-�r°��4"l0 2 1/2"�-.lncJudes Z''or� .noY.Q�wf P qrao�Od�f�d�d-�_ Q-n. L� P� ° bacicll ? cu.yds•'PPro'�-�topso(16'=cu. Aven asanddc �h _�,� Coats�wasMd da+n sand fUJ bslow rvck n�cded�cu.yds.approz_ .sandY b� nu p �o r� Tu�'so:� y(, e� ru u4sd" ict Lnk� 2nd tank "�v�al.minlmums piwpumP�O cMimver NumD�ldvnks nQ '�—' �?��-' �= ctora9�of 160 p+��'CUU�� 'O back draln�po- p�ytAamDafcipacth-26%oldallycernQ�flvwo(i�_ pel.- L._ pi�- ♦ �NM ^ �. pl Iin.R. ncaded �_. �.u+l. o(��t11100(ln_ft-of�"dl�suPGh'P�W.(lnit nc�dod%O 1.-- q�I � �,,,:�iro+,_!i pa»>oo i��,n o( v� VQ� iia�o '.1 r�.�.'/�'li 7cii-�198-877�) -- ' -- _ a!_ lui�rca for u al c� ��ZQN 1_�nk1FS Rusfy Olacii�'e .`;ol�_c��id �'arcolatlo�� I nsUn{1 Ia+Jc,pactrync•aed95,�9 (P {�T�V1 t� rnin. �3v�U �' i'i. ;��I + : r uf�icNA�� n � s . c� 3.(�.- � is�_ �� s o� , o r ��----�_ [xstrtDutlon G�P��.�Qlt��'i Iln_!t_.�I l:Qla. rlortUon� ■ �art ___ _ _ 'k�l ncd b � Float aet u�"'OWan�. �Time�Per I�y. -Q�l2i-��#rLN�`��l r'�"'_�Uvr�_ 7 Puaw curve �..Oale/Min.(,�feet Had Pree�uce. _ __. Mi�nesota Pollution OSTP Design Summary Worksheet uu�vERs�TY �. �, . Controt Agency OF �I I�NESOTA � w,�,�_��, Property OwnerlC(ient: Denali Custom Homes Project ID•�v 06.12.13 Site Address: 4565 Bayside Road,Orono Date: 2/26/15 1. DESIGN FLOW AND TANKS A. Design Flow: 260 Gallons Per Day(GPD) Note: The estimated desiyn ffow is considered a penk flow rate including a safety factor. For(ong ferm performance, the nverage B. Sepric Tanks: daily flow is recommended to be<60%of this vn(ue. Minimum Code Required Septic Tank Capacity: 2250 Gallons,in �Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gallons,in �Tanks or Compartments Effluent Screen: Nc q��; No C. Holding Tanks Only: Minimum Code Required Capacity:[�Gatlons,in �Tanks Designer Recommended Capacity:�Gallons,in �Tanks Type of High Level Alarm: D, Pump Tank 1 Capacity(Code Minimum):��Gallons Pump Tonk 2 Capacity(Code Minimum): �Gallons Pump Tank 1 Capaci[y(Designer Rec): �Gallons Pump Tank 2 Capacity(Designer Rec): �Gallons Pump 1 31.0 GPM Total Head 15.2 ft Pump 2�GPM Total Head �f[ Supply Pipe Dia. 2.00 in Dose Volume:�gal Supply Pipe Dia.�in Dose Volume:�gal 2. SYSTEM TYPE Type of Soil Treatment and Dispersal Ama' � r Q Gravity Distrb�rtbn v Pressure Distrl��tfon-Level 0 Reswre DistrbirtiondAdevel � Trmch �Bed �Mound Q�rip Q Hoidinq Tank C At-Grede 'Selection Required Benchmark Elevation: sea level ft Benchmark Location: System Type Type of Distribution Media: i✓Type I i 'TVpe I I � 'Type II I ,'-Type I V ', Type V OO �rainfield rtodc ❑Registered Treatment Media: 3. SITE EVALUATION: A. Depth to Limiting Layer: 24 in 2.0 ft B. Measured Land Slope%: 6.0 % C. Elevation of Limiting Layer: 1014.8 D. Soil Texture: Clay Loam � E. Loc.of Restricive Etevation: F. Soil Hyd.Loading Rate: 0.45 GPD/ftZ G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate:�MPI I. Code Maximum Depth of System: mound in Comments: 4, DESIGN SUAAMARY Trench Design Summary Dispersat Area�f� Sidewall Depth�in Trench Width�in Totat Lineal Feet�ft Number of Trenches� Code Maximum Trench Depth�in Contour Loading Rate�ft Designers Max Trench Depth�in Bed Design Summary Absorption Area�ftz Media Below Pipe�in Code Maximum 8ed Depth�in Bed Width�ft Bed Length�ft Designers Max Bed Depth�in MinnesotaPollution OSTP Design Summary Worksheet u��Rs�TY ;,;,,�� , , ControlAgency OP :��INNESOTA , ,_�� Mound Design Summary Absorption Area 216.7 ft2 Bed Length 22,p ft Bed Width 10.0 ft Absorption Width �Z,p ft Clean Sand Lift 1.p ft Berm Width (0-1%)�ft Upslope Berm Width 10.0 ft Downslope Berm Width 19.0 ft Endslope Bertn Width ��,p ft Total System Length q4.p ft To[alSystem Width 39.0 ft Contour Loading Rate 12.0 gal/ft At-Grade Design Summary Absorption Bed Width�ft Absorption Bed Length�ft System Height�ft Contour Loading Rate�gal/ft Upslope Berm Width�ft Downslope Berm Width�ft Endslope Berm Width�ft System Length�ft System Width�ft Levei 8 Equal Pressure Distribution Summary No.of Perforated Laterats� Perforation Spacing�ft Perforation Diameter 1/4 in Lateral Diameter Z•00 in Min. Delivered Volume�gal Maximum Delivered Volume 65 gal Non-Level and Unequal Pressure Distribution Summary Elevation Pipe Volume Pipe Length Perforation Size (ft) Pipe Size(in) (gal/ft) (ft) {in) Spacing(ft) Spacing(in) Lateral 1 Minimum Delivered Volume Lateral 2 ��al lateral 3 Lateral 4 Maximum Delivered Volume Lateral 5 ��al Lateral 6 g, Additional Info for Type IV/Pretreatment Design A. Calculate the organic loading using option f or 2 1. Organic Loading =Pounds of BOD X Units tbslday X � _ �lbs BOD/day 2. Organic Loading [o Pretreatment Unit =Design Ftow X Estimoted BOD in mg/L in the effluent X 8.35=1,000,000 gpd X �mg/L X 8.35=1,000,000= �tbs BOD/day B. Type of Pretreatment Unit Being Instalted: G Calculate Soi1 Treatmen[Sys[em Orqanic Loading: lbs.BODlday=Bottom Area =lbs/day/ft2 tbs/day= OftZ= Olbs/day/ft2 Comments/Special Design Considerations: I hereby certify that I have completed this work in a�ccordance with all applicable ordinances,rules and laws. Joseph J Olson , ' ,.,.._,------ 810 02/26/15 (oesigner) (Signature) �License#) (Date) OSTP Mound Design UNIVERSITY Minnesota Pollution O Worksheet � 1 / Slope OF M1NI�ESOTA `"' Control Agency -�`-=�' 1. SYSTEM SIZING: Project ID: v 06.12.13 A. Desi�n Flow: 260 GPD TABLE IXa B. Soil Loading Rate: 0.45 GPD/ftZ LOADING RA7ES FOR DETERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERCOLATION TESTS Treatment Level C Treatment Level A,A-2,6, C. Depth to Limiting Condition: 2.0 ft Abwrption Absorp[ion Permletlon Rate Nound Mound Mea loading Area Loading D. Percent Land Slope: 6.0 % �""P�� Rate "bsorp°°" Rate �5°rption (��ft=� Ratio (�d�k=� Ratio E. Design Media Loading Rate: 1.Z GPD/ftZ _ _ ��'� 1 1 F. Mound Absorption Ratio: 2.40 °'�°s �•2 � '.s � 0.-to S(Ime sand 0.6 2 1 1.6 Tdblp! anAlnam tirwsanci MUUIdU CONTOUF LC�t�LW�RATES: �to's o.�e o.s a t6 h'.e�s�Jrcd 79,:iurc-�j�r�,o<! ContCur �r tc 30 0.6 2 0.78 2 - C,p .^ ^�L, ✓ _�, LU3dt�l� 3?ta�Ig 0.5 2.4 0.76 2 �'pfC Rd[P r�.p l�i� _ ��'i.,.�. `�i�0 . Ratn� a,ro o0 0.45 2.6 0.6 2.6 G1 to�r0 5 0.3 5.3 _6Ji�i'� _. I _ _._ :.-.. � 6 _iG � 't:^ - - - - hl-IZG mGi CF' S.C, �tZ "Systems with these values are not Type I systems. , �;� ,__`,. � �_• F. Contour Loadin� Rate (linear loading rate)is a recommended value. 2, DISPERSAL MEDIA SIZING A. Calculate Dispersal Bed Area: Design Flow= Design Media Loading Rate=ft� 260 GPD = 1.2 GPD/ftz = Z�7 ftZ If a larger dispersal media area is desired, enter size: 220 ft2 B. Enter Dispersal Bed Width: 10.0 ft Cvn not exceed 10 feet C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate 10 ft� X �•2 GPD/ft� = 12•0 gaUft Can not exceed Toble 1 D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area = Bed Width =Bed Length 220 ft� : 10.0 ft = 22.0 ft 3. ABSORPTION AREA SIZING A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width 10.0 ft X 2.4 - 24.0 ft B. For slopes >1%, the Absorption Width is measured downhill from the upslope edge of the Bed. Catculate Downslope Absorption Width: Absorption Width - Bed Width 24.0 ft - 10.0 ft = 14.0 ft . DISTRIBUTION MEDIA: ROCK A. Media Volume: Media Depth X Length X Width 1.00 ft X 22.0 ft X 10.0 ft= 220 ft3 : 27 = �yd3 5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW A. Enter Dispersal Media: B. Enter the Component Length: ��ft Enter the Component Width: �ft C. Number of Components per Row= Bed Length divided by Component Length (Round up) � ft : � ft= �components/row D. Actual Bed Length = Number of Components/row X Component Length: �components X �ft = �ft E. Number of Rows=Bed Width divided by Component Width (Round up) � ft : � ft= � rows Adjust width so this is an whole number. F. Total Number of Components= Number of Components per Row X Number of Rows � X � _ �components 6. MOUND SIZING A. Catculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition =Ctean Sand Lift 3.0 ft - 2.0 ft = 1.0 ft Design Sand Lift (optional): �ft B. Calculate Upslope Height: Clean Sand Lift +media depth + cover(1 ft.) = Upstope Height 1.0 ft + 1.0 ft + 1.0 ft= 3.0 ft C. Select Upslope Berm Multiplier(based on land slope): 3.23 Land Slope:e 0 1 2 3 4 5 6 7 8 9 10 il 12 Upslope Berm 3:1 3.00 2.91 2.�3 2.75 2.68 2.61 2.5A 2.48 2.42 2.36 2.31 2.26 2.21 Ratio 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3_12 3.03 2.94 2.86 2.78 Z.70 D. Calculate Upslope Berm Width: Multiplier X Upslope Mound Height = Upslope Berm Width 3.Z3 ft X 3.0 ft = 10.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope: 100= Drop (ft) 10.0 ft X 6.0 % : 100= 0.60 ft F. Calculate Downslope Mound Height: Upstope Height+ Drop in Elevation = Downslope Height 3.0 ft + 0.60 ft = 3.6 ft G. Select Downslope Berm Multiplier(based on land slope): 5.26 Land Slope 9% 0 1 2 3 4 5 6 7 8 9 10 11 12 Do�vnslope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69 H. Calculate Downstope Berm Width: Multiplier X Downslope Height = Downslope Berm Width 5.26 x 3.6 ft = 19.0 ft I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width +4 feet 14.0 ft +�ft = 18.0 ft J. Design Downslope Berm =greater of 4H and 41: 19.0 ft K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0) L. Calculate Endslope Berm X Downslope Mound Height =Endslope Serm Width 3.00 ft X 3.6 ft = 11.0 ft M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width 10.0 ft + 10.0 ft + 19.0 ft = 39.0 ft N. Calculate Mound Length: Endslope Berm Width + Bed Len�th + Endslope Berm Width 11.0 ft + 22.0 ft + 11.0 ft = 44.0 ft � 7. MOUND DIMENSIONS - -------------------- --- '-- --------- -------_ Upslope (4.D) �o.o , ; �_--- _ _— -- - -� � � � Endslo e �=�.L), DiSpP�"Shc Bed: (2.6 X 2.C) -a �Endsto e �4.L► , '� o � � �=, � �� 1.0 10.0 x 22.0 11.0; � , 0 0 � I � � � --------. - � -----____� , � � � � � � v , � � , � , � , 19 0 ;' �o DoU✓nslope (4.J) � --------------------------------- -------- Total Mound Lenoth (4.N} 44.0 4" inspection pipe 18" cover on top 19.0 Upslope benn (4.D) Downslo e berm (4.J) 10.0 12" cover on sides (6" topsoil) Ctear� sand (ift (4.A) 1.0 - - . _ „ z.o - - Absorption Width (3.A{ - Note; 24.0 For 0 to 1ge slopes, Absorption Width is measured from the Bedequalty in both directions. For slopes >1°�, Absorption Width is measured downhill from the upslope ed�e of the Bed. Comments: OSTP Mound Materials Worksheet UNIVERSITY , , �°�>�� Minnesota Pollution OF MINNESOTA '�,��, Control Agency - ProjectlD: v 06.12.13 A• Calculate 8ed (rock)Volume:Bed Length (2.0 X Bed Width 2.8)X Depth =Volume (ft;) 22.0 ft X 10.0 ft X 1.0 = 220.0 ftl Divide ft'by 27 ft'/yd3 to calwlate cubic ards: 220.0 ft' _. 27 = 8.1 yd' Add 20%for wnstructability: 8�� yd'X 1.2 = 9•8 yd3 B. Calculate C1ean Sand Votume: Volume Under Rock 6ed:Averoge Sarrd Depth x Media Width x Media Length =cubic feet 1.3 ft X 10A ft X 22A ft = 286.0 (t3 For a Mound on a slope from 0-1% Volume from Length=((Upslope Mound Height-t)X Absorption Width Beyond Bed X Media Bed Length) � ft -1) X � X �ft - � Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) � f� -1) X � X �f[ _ � Toto(Cleon Sand Volume: Vofume from Length+Vo(ume from Width+Volume Under Media � ft� + � ft' + � ft3 = �ft3 �J For a Mound on a slope greater than 1% Upslope Vofume: ((Ups(ope Mound Heiqht - 1)x 3 x Bed Length)+2-cubic feet (( 3A ft -1) X 3.Oft X 22.0 )+2= 66.0 ft; Downslope Volume: ((Downslope Height- 1) x Downslope Absorption Width x Media Length)�2=cubic feet (( 3.6 ft-1) X 14.0 ft X 22.0 )+2= 400.4 ft3 Ends(ope Volume:(Downs(ope Mound Heiqht-1)x 3 x Media Width =cubic feet ( 3.6 ft-1 ) X 3.0 ft X 10.0 ft = 78A ft; Tota(Clean Sand Volume:Upslope Voiume +Downslope Volume +Ends(ope Vo(ume +Volume Under Media 66.0 ft3 � 400.4 ft� + 78.0 ft' + 286A ft'= 830.4 {t3 Divide ft3 by 27 ft'/yd'to catculate cubic yards: 830.4 ft3 ; 27 = 30.8 yd' Add 20%for constructability: 30.8 yd'X 1.2 = 36.9 yd' C. Calculate Sandy Berm Vo(ume: Toial Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)=2=cubic feet ( 3.3 _ 0.5 )ft X 39A ft X 44.0 )�2= 2402.4 ft3 Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet 2402.4 ft' _ 830.4 ft' _ 220.0 {t3 = 1352A ft' Divide ft3 by 27 ft'/yd;to calculate cubic yards: 1352A ft' = 27 = 5p,1 yd3 Add 20%for constructability: 50.1 yd} x 1.� = 60.1 yd3 D. Calculate Topsoif Materiaf Volume:Tota!Mound Wid[h X Tota!Mound Leng[h X.S ft 39.0 ft X 44.0 ft X 0.5 ft = 858.0 ft3 Divide ft'by 27 ft'/yd'to catculate cubic yards: 858.0 ft; = 27 = 31.g yd3 Add 20%for constructability: 37.8 yd' x 1.2 = 3g.1 yd3 4STP Pressure Distribution Desi n Worksheet UNIVERSITY '�, _ Minnesota Pollution �. Control Agency � OF MINNESOTA �-"�\_" ProjectlD: v 06.12.13 1. Media Bed Width: �� ft 2. Minimum Number of Laterals in system/zone= Rouded up number of [(Media Bed Width - 4) : 3] + 1. ( 10 - 4 ) + 1 = C�laterals Does not opply to at-grades 3. Designer Selected Number of Laterais: �__J laterals Cannot be (ess than line 2 (accept in at-¢radesJ 4. Setect Perforation Spacing: 3.0 ft -� �` , ,,,` �' I 5. Select Perforation Diameter Size: 1/4 in — �- - - -___ ._ _ __ __ �� _ 6. Length of Laterols =Media Bed Length - 2 Feet. 41 - 2ft = 39 ft Perforation can not be closer then 1 foot from edge. � Determine the Number of Perforation Spaces. Divide the Length of Loterals by the Perforation 5pacing and round down to the nearest whole number. Number of Perforation Spoces 39 ft .- �ft = 13 Spaces Number of Perforations per Lotero( is equal to 1.0 plus the Number of Perforotion Spoces. Check table 8. below to verify the number of perforations per lateral guarantees tess than a 10%discharge variation. The value is double with a center manifold. Perforations Per Laterol = 13 Spaces + 1 = 14 Perfs. Per Lateral Maximu�Nurnber of Peaforatians Per Latera!to Guarantee�105a Discharge Varatia� �i��Fc�torabo�<. 7r32 inch Perforatia�s �ip�Diarne?er�Irxhesl Perforation Sparinc Pipe Cra�neter(lnches) Pe�forar�on 5paang IFeet) t �t: �t, � 3 (Feeti 1 tr � ti". 2 3 2 tis 13 16 30 6q 2 1! td 2t 34 68 2%: 8 tI Ib 28 54 ��: 1Q t� 7L� 3i 64 3 8 12 tb 25 52 's 9 1� 19 34 b0 3 161rr_h Fertora:ic�ns 1'E Inch Pe�iotata�s Fipe[hame',er(l;xhez) Pe�foratio�SpacinQ Pipe Pameter ilnches� P�rforatan Spacinq Ifeetl - 1 tY: 1�. 2 3 iFEetl I t�:� 1�� 2 3 2 12 1E 25 �6 67 1 21 33 44 74 14f ��: 12 17 i4 40 60 2�_ 20 30 �t1 59 135 3 12 16 2t 37 75 3 20 19 38 64 12E 9• Tota(Number of Perforotions equals the Number of Perforotions per Latero( multiplied by the Number of Perforated Laterals. 14 Perf. Per Lat. X �Number of Perf. Lat. = 42 Total Number of Perf. 10. Setect Type of Manifo(d Connection (End or Center): � end I� Center 11. Select Latera( Diameter(See TobCe): 2.00 in OSTP Pressure Distribution Design Worksheet oF M NNEITY � ,. Minnesota Pollution = Control Agency SOTA �-``_`��' 12. Calculate the Square Feet per Perforotion. Recommended value is 4-19 ftz per perforotion. Does not apply to At-Grades a. 8ed Areo = Bed Width (ft) X Bed Length (ft) 10 ft X 41 ft = 410 ftZ b. Squore Foot per Perforation = Bed Area divided by the Tota!Number of Perforations. 410 ftz .- 42 perforations = 9.8 ft2/perforations 13. Select Minimum Average Head: 1.0 ft 14. Select Perforation Dischorge (GPM) based on Table: 0.74 GPM per Perforation 15. Determine required F(ow RQte by multiplying the Tota( Number of Perfs. by the Perforation Discharge. 42 Perfs X 0.74 GPM per Perforation = 31 GPM 16. Volume of Liquid Per Foot of Distribution Piping (Table 11): 0.170 Gatlons/ft 17, Volume of Distribution Piping = , _ __ Table 11 _ [Number of Perforated Laterals X Length of Laterols X (Volume of ' Volume of Liquid in Liquid Per Foot of Distribution Piping] Pipe Pipe Liquid �] X 39 ft X 0.170 gaVft = 19.9 Galtons �: Diameter Per Foot ! (inches) (Gallons) 18. Minimum Delivered Volume =Volume of Distribution Piping X 4 1 0.045 ; 1.25 0.078 19.9 �als X 4 = 79.6 Gatlons 1.5 0.��o ' 2 0.170 ' mamo pipe� 3 0.380 � 4 0.661 i � '_-- __� � - Clcanou[s ' pipe from pump - lean ouu Mani(dd pipe� ♦ �� • ; alternaYe laation '' of i e from um �qlternate location of pipc from pump Pi e from um Comments/Special Design Considerations: OSTP Basic Pump Selection Design uN��ERs�TY Minnesota Pollution Worksheet OP MINNESOTA �''^ Control Agency ,��,�� 1. PUMP CAPACIIY Project ID: v 06.12.13 Pumping to Gravity or Pressure Distribution: �; c�avity (��Ress�e Selection required 1. If pumping to gravity enier the gallon per minute of the pump: ��GPM (10-45 gPm) 2. If pumping to a pressurized distribution system: 31.0 GPM 3. Enter pump description: 2. HEAD RE UIREMENTS �«=a,�*��>r5��m Q 6 pomt of tlncha�ge A. Elevation Difference �ft `^Q,a SU�`Y„n�¢ . betwee�pump and point of discharge: __ II--tt nlel pipc ElevaYron%'' B, Distribution Head Loss: � � I ft r � • � dJfeirme L__1 L ; ' � i : �i C. Additional Head Loss �ft(aue co speciat equipmenc,etc.) �-1 .I F------------------------ •-�--•------ Table I.Friction Loss in Plastic Pipe per 100ft -- - -i _--- ._ _._. stnbution Head Loss Pi e D�ameter Iinchesl Gravity Distribution = Oft Flo�v Rate ; ._ G___ �___ IGPM1 1 1 25 1 5_ � 2 Pressure D55tribution based on Minimum Average Head 10 9.1 3.1 � 1.3 4 D.3 Value on Pressure Distribution Worksheet: 12 12.8 4.3 i 1.8 j 0.4 Minimum Avera e Head Distribution Head Loss 14 17.0 5.7 � 2.4 i 0.6 1ft Sft 1b ' 21.8 7.3 i 3.0 � 0.7 2ft 6ft 78 9.1 3.8 0.9 Sft 'i Oft 20 ' 11.t � 4.6 1.1 i 25 ' 16.8 � 6.9 1.7 D. 1.Supply Pipe Diameter: 2.0 in 30 � ; 23.5 � 9.7 ' 2.4 35 � i i2.9 ;.2 2.Suppty Pipe Length: 70 ft 4p % ; 16.5 i 4.1 E. Friction Loss in Plastic Pipe per 100ft from Table I: '�5 ', I�� 20.5 ! 5.0 50 ' � � b.1 Fnction Loss= 2.52 ft per 100ft of pipe 55 ' �•3 60 ' 8.6 F, Determine Equivalent Pipe Length from pump discharge to soil dispersat area discharge 65 I 10.0 point. Estimate by adding 25%to supply pipe(ength for fitting toss. Suppl y Pipe Length 70 � � 11.4 (D.2) X 1.25=Equivalent Pipe Length 75 ., , �3 � 85 I j 1b.4 70 ft X 1.Z5 = 87.5 ft 95 j 20.1 G. Calculate Supp(y Friction Loss by multiplying Friction Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100. Supply Friction Loss- 2.52 ft per 100ft X 87.5 ft 100 = 2.2 ft H- Totof Heod requirement is the sum of the Eievation Drfference (Line A),the Distribution Head Loss(Line B),Additional Head Loss�Line C),and the Supply Friction Loss(Line G) 8.0 ft + 5.0 ft + �ft + 2.2 ft = 15.2 ft 3. PUMP SELECTION A pump must be seleded to deliver at least 3�.Q GPM(Line 1 or Line 2)with at least �5,2 feet of total head. Comments: OSTP Design Summary Worksheet UNIVERSITY MinnesotaPollutio� OF�INI�'ESOTA �`'^ ��'� Control Agency v�� - Property Owner/Client: Peter Rennebohn Project ID:�v 06.12.13 Site Address: 4565 Bayside Road,Orono,Hennepin County fLot 2)Existing house Future Site Date: 9/18/14 1. DESIGN FLOW AND TANKS A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimaied design f(ow is consfdered a peak f(ow rate tnduding a wfety foctor.For(ong term performance,the average B. Sepfic Tanks: daify flow is recommended to be<60%of Yhis value. Minimum Code Required Septic 7ank Capacity: 2250 Gallons,in �Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gallons,in ��Tanks or Compartments Effluent Screen: No q�a�; No C. Holding Tanks Only: Minimum Code Required Capacity:�Gallons,in �Tanks Designer Recommended Capacity:��Gallons,in �Tanks Type of High Level Alarm:r D. Pump Tank 1 Capacity(Code Minimum):�Gallons Pump Tank 2 Capacity(Code Minimum�: �Gallons Pump Tank 1 Capacity(Designer Rec): �Galtons Pump Tank Z Capacity(Designer Rec): �Gallons Pump 1 GPM 7otal Head �ft Pump 2�GPM Total Head �ft Supply Pipe Dia.�in Dose Volume:�gal 5upply Pipe Dia.�in Dose Volume:�ga� 2. SYSTEM TYPE Type of Soil Treatment and Dispersal Area* C Trmcfi �Bed G Mound r Q Gravity D'atrbution �j Resure Distri�itim-Level �i Ressure DLstrtxitlon-Unlevel ^ory� Q Holding Tank �na�ade •Selection Required Benchmark Elevation: sea level ft eenchmark Location: Se[by others System Type Type of Distribution Media: (�:Type i �Type II n Type III '�.Type I V ,�':Type V 0 Drairfield Rocic [_]Registered Treatrnent Media: 3. SITE EVALUATION: A. Depth to Limiting Layer. 14 in 1.2 ft B. Measured Land Slope%: 9.0 % C. Elevation of Limiting Layer: 1018.0 D. Soil Teuture: Glay Loam E. L.oc.of Restricive Elevation: --� F. Soil Hyd. Loading Rate: 0.45 GPD/ft� G. Minimum Required Separation: 36 in 3.0 ft H. Perc Ra[e: 7.5 MPI I. Code Ahaximum Depth of System: Mound in Comments: 4. DESIGN SUMMARY Trench Design Summary Dispersat Area�ftZ Sidewall Depth�in Trench Width�in Total Lineal Feet�ft Number of Trenches� Code Maximum Trench Depth�in Contour Loading Rate�f[ Designers Max Trench Depth�in Bed Design Summary Absorption Area�ft� Media Below Pipe�in Code Maximum Bed DepthC�in Bed Width�ft Bed Length�ft Designer's Max Bed Depth�in _ _ OSTP Design Summary Worksheet UKIVERSITY ``" Minnesota Pollution " -., Control Agency OF VIINNESOTA '�' �.�,� �;;� Z- Mound Design Summary Absorption Area 625.0 ft2 Bed Length 63.0 ft Bed Width 10.0 ft Absorption Width 12,0 ft Clean Sand Lift �.g ft Berm Width (0-1%)C�n Upslope Berm Width 10.7 ft Downslope Berm Width 2g_6 ft Endslope Berm Width 14.2 ft Total System Length g1.4 ft TotalSystem Width 50.2 ft Contour Loading Rate 12.p gal/ft At-Grade Design Summary Absorption Bed WidYh�ft Absorption Bed Length��ft System Height��ft Contour Loading Rate��gdl/ft Ups{ope Berm Width�ft Downslope Berm Width�ft Endslope Berm Width�ft System Length��ft System Width�ft Level 8 Equal Pressure Distribution Summary No.of Perforated Laterals� Pertoration Spacing�3�ft Perforation Diameter 7132 in Lateral Diameter 2.00 in Min. Delivered Votume�gal Maximum Delivered Volume 188 gal Non-Level and Unequal Pressure Distribution Summary Elevation Pipe Volume Pipe Length Perforation Srze (ft) Pipe Size(in) (gal/ft) (ft) (in) Spacing(ft) Spacing(in) Lateral 1 Minimum Delivered Volume Lateral 2 gal Lateral3 Lateral 4 Maximum Delivered Votume Lateral 5 gal Lateral 6 5. Additional info for Type IV/Pretreatment Design A. Ca(culate the organic loading using option 1 or 2 1. Organic Loading =Pounds of BOD X Unfts lbs/day X �� = C�lbs BOD/day 2. Organic Loading to Pretreatmeni Unit =Design F(ow X Estimoted BOD in mg/L in the effluent X 8.35=1,000,000 gpd X �mg/L X 835=t,000,00D= �lbs BOD/day B. Type of Pretreatment Unit Being Installed: C. Calculate Soil Treatment System Orgonic Looding: lbs.BOD/day:Bottom Area =lbs/day/ft2 lbs/day= �ftz= �lbs/day/ft� Comments/Special Design Considerations: I hereby certify that I have compteted this work in accordance with alt applicable ordinances,rules and laws. Joseph J Olson 810 09/18/14 (Designer) (Signature) (License N) (Date) - - OSTP Mound Design UNIVERSITY , Minnesota Pol{ution �yorksheet > 1 % Slope OF MINNESOTA :" Control Agency �� 1. SYSTEM SIZING: Project ID: v 06.12.13 A. Design Flow: 750 GPD TABLE IXa B. Soil Loading Rate: 0.45 GPD/ft2 LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USiNG PERCOLATION TESTS Treatment Level C Treatment Level A,A-2,B, C. Depth to Limiting Condition: 1.2 ft Vermletion Rate Ab'��0� Absorption (��) Area Loading Abwuntion Area Wading �sor� D. Percent Land Slope: 9.0 % Ra[e � Rate Pti°" (9Pd/k') Ratb (��i� Ratio E. Design Media Loading Rate: 1.2 GPD/ftZ _ <o, , � F. Mound Absorption Ratio: 2.60 °'to5 �2 > >.s � 0';0 5 ffine sarci 0.6 2 � �.6 Tdble 1 and I�a;n im.e ser�i Mi?UNU CONTOUR LOADING RATES: �'°'S o.�a �.5 � �,6 COtltOuf ��IO� 0.6 2 OJB 2 �.seawred " Taxture-Geiived Pei c Rate GR nound absc�ption ratio Loading 3i to 45 0.5 z.a o.�e 2 . R�tU: q�tc Go 0.45 2.6 0.8 2.6 -hOrnp' i.G. 1.3. L.0. 2.-I. ?.A cl'L G�to�?0 � 5 0.3 5.3 ,.�� _ . ' - 51-12G mpi OR 5.G _1't "5ystems with these values are not Type I systems. _ i�;,,,,�;• _F. Contour Loading Rate(linear loading rate)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Dispersal Bed Area: Design Flow: Design Media l.oading Rate=ft2 750 GPD = 1.2 GPD/ftZ = 625 ft2 If a larger dispersal media area is desired, enter size: 630 ftz B. Enter Dispersal Bed Width: 10.0 ft Con not exceed 10 feet C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate �� ft2 X 1•2 GPD/ft2 = �2.0 gal/ft Can not exteed Tob(e 1 D. Calculate Minimum Dispersal Bed Length: Dispersat Bed Area : Bed Width = Bed Length 630 ftz : 10.0 ft = 63.0 ft 3. ABSORPTION AREA SIZING A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width 10.0 ft X 2.6 = 26.0 ft B. For slopes>1%, the Absorption Width is measured downhitt from the upslope edge of the Bed. Calculate Downs(ope Absorption Width: Absorption Width - Bed Width 26.0 ft - 10.0 ft = 16.0 ft 4. DISTRIBUTION MEDIA: ROCK A. Media Volume: Media Depth X Length X Width 1.00 ft X 63.0 ft X 10.0 ft= 630 ft3 : 27 = 23 yd3 5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW A. Enter Dispersal Media: B. Enter the Component Length: �ft Enter the Component Width: ��ft C. Number of Components per Row= Bed Length divided by Component Length (Round up) � ft ' �� ft= �components/row D. Actual Bed Length =Number of Components/row X Component Length: ��components X �ft = ��ft E. Number of Rows = Bed Width divided by Component Width (Round up) � ft- �� ft= �� ow5 Adjust width so this is an whole number. F. Total Num��mponent�_�r of Components per Row X Number of Rows X ��components 6. MOUND 51ZING A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition =Clean Sand Lift 3.0 ft - 1.2 ft = 1.8 ft Design Sand Lift (optional): �ft B. Calculate Upslope Height: Clean Sand Lift + media depth +cover(1 ft.) = Upslope Height 1•8 ft + 1.0 ft + 1.0 ft= 3.8 ft C. Select Upslope Berm Multiplier(based on land slope): 2.78 Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 Upslope Berm 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 �.26 2.21 Ratifl 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70 D. Calculate Upslope Berm Width: Muttiplier X Upslope Mound Height = Upslope Berm Width 2.78 ft X 3.8 ft = 10.7 ft E. Calculate Drop in Elevation Under Bed: Bed Width X Land Stope: i00= Drop (ft) 10.0 ft X 9.0 % : 100= 0.90 ft F. Calculate Downslope Mound Height: Upslope Height+ Drop in Etevation =Downslope Height 3.8 ft + 0.90 ft = 4.7 ft G. Setect Downslope Berm Multiplier(based on land slope): 6.25 Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 Downslope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 Berm Ratio 4:1 4.00 4.27 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69 H. Calculate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width 6.25 x 4.7 ft = 29.6 ft I. Calculate Minimum Berm to Cover Absorption Area: Downstope Absorption Width +4 feet 16.0 ft +� 4 -�ft = 20.0 ft �J J. Design Downslope Berm =greater of 4H and 41: 29.6 ft K. Select Endslope Berm Multiplier: 3.00 (usua(ly 3.0 or 4.0) L. Calculate Endslope Berm X Downslope Mound Height =Endslope Berm Width 3.00 ft X 4.7 ft = 14.2 ft M. Calculate Mound Width: Upslope Berm Width +ged Width + Downslope Berm Width 10.7 ft + 10.0 ft + 29.6 ft = 50.2 ft N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width 14.2 ft + 63.0 ft + 14.2 ft = 91.4 ft 7. MOUND DIMENSIONS Upslope (4.D�- -- �o.� ------ ------- _ . ,' ; ', ; — -- — � I �_—._— `� ' � � ' Dis ersal 6ed: (2.B x 2.C i ' Endslo e (4.L�, p � IEndslo e (4.�► ; � N � � 4.2 � � � 10.0 X 63.0 � � 14.2; � � -.__— ---- `° —J � � —� � � � V � � i i � , � � � 29 6 � , �s Downs(ape (4.J) � � -------------------------------- --------- Total Mound Len th (4.N) 91.4 4" inspection pipe 18" cover on top 29 6 Upslope berm 14.D) Downslo e berm (4.J) 10.7 12" cover on sides (6" topsoit) Clean sand lift (4.A1 �.g ��. �. ,; ��;� �� .._ - �.z _. _ Absor tion Width (3.A► - - Note_ 26.0 For 0 to 190 slopes, A6sorption Wrdth is measured from the BPdequally in both directions. For slopes >1 0, Absorption Width is measured downhill from the upstope ed�e of the BPd. Comments: OSTP Mound Materials Worksheet UNIVERSITY " w Minnesota Pollution OF MINNE30TA Control AgenCy �.1� ProjectlD: v 06.12.13 A•Caicutate Bed (rock)Volume:Bed Lenqth (2.0 X Bed Width 2.6)X Depth =Vo(ume ft' 63.0 ft X 10.0 ft X 1.0 = 630.0 ftl Divide ft'by 27 ft'/yd'to calculate�: 630A ft' : 27 = 23.3 yd3 Add 20%for constructability: 23.3 yd3 X �,2 - Zg,p ds Y B. Calculate Clean Sond Volume: Volume Under Rock bed:Average Sancf Depth x Media Width x Media Length =cubic feet 2•3 ft X 10.0 ft X 63.0 ft = 1438.5 ft' For a Mound on a slope from 0-1% Volume from Ler�th=((Upslope hbund Height-1)X Absorption Width Beyond Bed X Media eed Length) �� ft -1) X � X �ft - �� Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Ahedia Bed Width) � ft -1) X �� X ��ft - I__� Tofal Cfean Sand Volume:Volume from Length+Volume from Width+Volume Under Media �� f�3 + �� ft' + �� ft' _ �-�ft' For a Mound on a slope g�eater than 1% Upslope Volume:((Upslope Mound Height - 1)x 3 x 8ed Length)�2=cubic feet (( 3.8 ft -1) X 3.0 ft X 63.Q )+z� 267,g ft3 Downslope Vo(ume:((Downslope Height- f)x Dowrulope Absorption Width x Medio leng[h)+2=cubic feet (( 4•7 ft-1) X 16.0 ft X 63.0 )-2= 1881.6 ft' Endslope Volume:(lbwnslope Mound Neight- 1)x 3 x Media Width =cubic feet ( 4-7 ft-1 ) X 3.0 ft X 10.0 ft = 112.0 ft3 Total C(ean Sand Volume:Upslope Vo(ume +powns(ope Volume +Endslo Volume +Volume Under Media 267.8 ft' + 1881.6 ft; + 112.0 ft3 , 1438.5 ft;- 3699_9 {rt3 Divide ft'by 27 ft'/yd'to calculate cubic yards: 3699.9 fc' = 27 = 137.0 yd3 Add 20%for constructability: 137.0 yd'X 1.2 = 164.4 ; ��yd C. Calculate Sandy Berm Vo(ume: Total Berm Volume(approx):((Avg.Mound Height-0.5 t[topsoil)x Mound Width x Mound Length)*2=cubic feet ( 4.3 _ 0.5 )ft X 50.2 ft X 91.4 )�2= 8686.4 ft3 Total Mound Vofume-Clean Sand vo(ume-Rock Vofume=cu6ic Jeet 8686.4 ft' - 3699.9 ft3 _ 630.0 ft3 = 4356.6 ft3 Divide f['by 27 ft'/yd'to calculate cubic yard5' 4356.6 ft3 ,. 27 = �g�,q yda Add20%forconstructabitity: �b�,q s _ , yd x 1.2 193.6 yd D. CdlCulate Topsoi(Materiat Vo(ume:Totnl Mound Width X Toto!Mourtd Length X.5 jt 50.2 ft X 91.4 ft X 0.5 ft = 2296.0 ft' Divide ft'by 27 ft31yd3 to calculate cubic yards: 2296.0 ft� : 27 = 85.0 yd; Add 20%for constructability: 85.0 3 = s yd x 1.2 102.0 yd OSTP Pressure Distribution Minnesota Pollution Design Worksheet UNIVEKSITY "�..�` �, Control Agency OF MINNESOTA ` �--''��,� Project ID: v 06.12.13 1. Media Bed Width: �� ft 2. Minimum Number of Laterals in system/zone= Rouded up number of [(Media Bed Width - 4) : 3] + 1. ( 10 -4 ) + � - ��laterals Does not apply to at-grades 3. Designer Selected Number of Latercrls: ��taterals Cannot be less thon(ine 2 (accept in at-¢rades) - 4. Select Perforation Spercing: 3.0 ft � � -• "� -- - µ'-----�_,� �, , ,:.,.....................,�.,.�, ,� li,,.., � 5. Select Perforation Diameter Size: 7/32 in ---� —�_ _ -�-;--— , . � _-------�---____.______.�_.____------- 6. Lengrh of taternls = Media Bed Length - 2 Feet. 63 - 2ft = 61 ft Perforation ccrn not be c(oser then 1 foot from edge. � Determine the Number of Perforotion Spaces. Divide the Length of Laterals by the Perforation Spacins and round down to the nearest whole number. Number of Perforotion Spaces 61 ft .- � 3 �ft = 20 Spaces Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spoces. Check table 8. below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold. Perforations Per Laterol = 20 Spaces + 1 = 21 Perfs. Per Lateral Mtaxim�n Nurt�ber of Pesforatiam Per Lateral ta Guarantee<1046 Discharge'lanatian '�trxh P orataans 7;311nrn Pe�forations Pe�fere;�:+Spacing IFeetl Fipe Diame,?r iinches) Perforation Spacinq Pipe Dsarnet�er t'inches) t i.u.• 4�: 2 "s +Feetl I i�. 1� 2 3 2 ta 13 !8 3�i b0 2 1i 16 21 3�4 b8 �"• 8 12 16 2B 54 2`�: 1t� 14 20 32 b�t 3 8 12 96 25 52 3 9 14 19 30 60 ? 16 inch Pertorations 1'6 Inch Perfarations Pipe[�ia.�ne:�r(Irxhesl Pe�foracion Spacing Pipe D:ameter(inchez) Perforataon Spaang fFeetl i t.v, tr, 2 3 i�eetl 1 tu: ti: 2 3 2 12 18 26 46 67 2 21 33 44 14 149 �� 12 17 ia 40 60 2�: 2G 30 4t 6� 135 3 12 16 22 37 75 3 20 29 38 64 128 9• Totol Number of Perforations equals the Number of Perforations per Laterol multiplied by the Number of Perforated LaterQ(s. 21 Perf. Per Lat. X ��Number of Perf. Lat. = 63 Total Number of Perf. 10. Select Type of Manifo(d Connection (End or Center): ^Jl End ❑ Center 11. Se(ectLaterat Diameter(See Table): 2.00 in OSTP Pressure Distribution Minnesota Pollution Desi n Worksheet UNIVLRSITY �,. . .�� Control Agency � OF MINNESOTA �'�\�' 12. Catculate the Squore Feet per Perforation. Recommended va(ue is 4-11 ft z per perforation. Does not apply to At-Grades a. Bed Areo = Bed Width (ft) X Bed Length (ft} 10 ft X 63 ft = 630 ftz b. Square Foot per Perforotion = Bed Areo divided by the Tota(Number of PerforQtions. 630 ft2 - 63 perforations = 10.0 ftz/perforations 13. Select Minimum Averoge Head: 1.0 ft 14. Select PerforQtion Discharge (GPM} based on Table: 0.56 GPM per Perforation �5• Determine required Flow Rate by multiplying the Toto!Number of Perfs. by the Perforation Disrharge. 63 Perfs X 0.56 GPM per Perforation = 36 GPM 16. Volume of Liquid Per Foot of Distribution Piping (Tvble ll): 0.170 Gatlons/ft 17. Yolume of Distribution Piping = 7'able �I _ [Number of Perforated Laterals X Length of Laterals X (Volume of volume of Liquid in Liquid Per Foot of Distribution Piping) ; Pipe Pipe Liquid � C� X 61 ft X 0.170 gaUft = 31.1 Gallons '' Diameter Per Foot ' (inches) (Gallons) !, 18. Minimum Delivered Votume = Volume of Distribution Piping X 4 1 0.045 ' 1.25 0.078 31.1 gals X 4 = 124.4 Gallons 1.5 0.110 2 0.170 mam o pipe� 3 0.3$O � � 4 0.661 � � __. _ pipe from pump a�a�outs �- lean outs Mani(old pipe, ♦ �-�• � i aitemate location -� - of i e from um �Altemate location of pipe irom pump Pi e from um Comments/Special Design Considerations: Loqs of Soil Borinqs License #810 Location or Project: Lot 2 Borings made by: Rusty Olson's Soil and Perc testing 9/16/2014 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_Surtace elevation_1022.9_ Mottled Soil at 1.2 feet 0"-4"Dark brown loam 10yr4/2 H20 present at X 4"-14" Brown clay loam 10yr5/4 14"-30" Rusty brown clay loam 10yr5/4 Boring Number_2_Surtace elevation_1023.0_ Mottled Soil at 1.5 feet 0"-6" Dark brown loam 10yr3/2 H20 present at X 6"-10" Brown loam 10yr4/3 10"-18" Brown clay loam 10yr5/4 18"-30" Rusty brown loam 10yr5/4 Boring Number_3_Surface elevation_1020.2_ Mottled Soil at 1.7 feet 0"-12" Dark brown loam 10yr3/2 H20 present at_X_ 12"-20" Brown clay loam 10yr4/4 20"-30" Rusty brown clay loam 10yr5/4 Loqs of Soii Borinc�s License #81� Location or Project: 4565 Bayside Road norings made by: Rusty Olson's Soil and Perc testing 2/25/2015 ��assification Svstem: AASHO : USDS�USDS-SCS X ; Unified : Other Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_ Boring Number_4_Surface elevation 1017.8 Mottled Soil at 2.0_feet - 0-6" Sand loam Fill in original sQ�� 6"-14" Dark brown loam 10yr3/2 H20 present at_;:_ � 14"-20" Brown clay loam 10yr4/3 20"-30" Brown clay loam 10yr5/4 30"-36" Rusty brown clay loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 9:27 A.M. On 9/17/14 Location: Lot 2 y�b 5 l�l�i�i�` ��'D Hole number: 1 Date hole was prepared: 9/16/14 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soi!te�ure 0-4" Dark Brown Loam 10yr4/2 4"-12" Brown clay Loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/16/14 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 9:43 10:13 6" 5.5 5.4 10:16 10:46 6" 5.5 5.4 10:59 11:29 6" 5.5 5.4 AVERAGE PERC. RATE 5.4 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 9:27 A.M. On 9/17/14 Location: Lot 2 `�5�y 13+�;S+�G�- /Z�;,a Hole number: 2 Date hole was prepared: 9/16/14 Depth of hole bottom_12"_inches, Diameter of hole 6" inches. Soil data from test ho�e: Depth, inches Soil te�ure �-6" Dark Brown Loam 10yr3/2 6"-12" Brown clay Loam 10yr4/3 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial waier filling 9/i 6/14 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 9:44 10:14 6" 5.5 5.4 10:15 10:45 6" 5.5 5.4 11:00 11:30 6" 5.� 5.4 AVERAGE PERC. RATE 5.4 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 9:20 A.M. On 2/26/15 Location: 4565 Bayside Road ;�ole number: 3 Date hole was prepared: 2/25115 Depth of hole bottom_12"_inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soii te�ure 0-6" Sand loam fiil 6"-12" Dark Brown Loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 2/25/15 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 9:35 10:05 6" 3.5 8.6 10:06 10:36 6" 3.3 9.1 1 D:39 11:09 6" 32 9.4 AVERAGE PERC. RATE 9.0 MPI