HomeMy WebLinkAboutseptic design - general approval-final design with bldg permit d � � ��
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�.�� ��'��� a�/' `��'� � �RECEIVED
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�' �`��`�`�� ��f (� d1� JUL 1 8 2016
CITY OF ORONO
Joseph Olson D.B.A.
Rusty Olson's--Soil �nd Percolation Testing
Jose�h J. Otson--��PCA License #810
11-�81 River-��ie�i� Rri. '�E, Hano��er, �lti ��3-t1
(7&3) -�98-8779 Fa� (763) 4�8-8290
June I. �016
Saurce Land Capital
l,ot 2, Bloch 3 Lake�ie�i Of Oronc�
Orono. Hennepin Cauntti
This on-siCe Seu�a�e Tream�ent S��steit� is desi�_ned t'or a Ty�p� (. Three-bedro��n llame in accordance 4a�ith
the �'tinnesota Pallutron Control A�enc��Chapter 7080 and lacal ordinances.
The periodicalle satura[ed soils were located at 1'-22 Inches(mottled soil>. Due to the periodicall�
saturaTed soils, a pressuriz�d n�ound sv�ten� 4��i1! nzed ta be installed ro treat the septic�ffiuent. ��rhe bottom
of the treatment 3rea must be located at least 3' abave the saturated soils. This s}�stem is designed �r�iCh 6
inches af rock.
'I'he soi(s at�depCh of l2"' have a percolation rate av�era�in�.; 10 MP[.
.Al I tanks ne�d to be insulated if there is less ti�an trt�o feet oT co��zr o��er the top of the tanks. Clean outs
must be installed on the end of the laterals for�naintenancz. �
-i�«o 13�0�allon septic tanks ne�d to be installed.
A I'S0 gallon pumpina chamber will need to be insralled to IiTt the effluent to th�treatment area. The
pa��er suppl� and S��itches must be located outside the mart�hole and pumpin4 chamber in a ��eatherproof
enclosure. A «�arnin�deviee must be insta(led �i�itki li�?ht and sc�und devices: this is in case or a pump
failure. The manifold and suppl�� line n-��st hav�back draina�z to the pumpin,chan�ber.
Keen all hea�� equipment off of the praposed treatment areas before durina ancl after constructi��n
The area around both s�tes must be fenced off b� the contractor before ant construction be ins.
With proper installatio��and maintenance,this s��stem shutild ha��� no problem in treatin�:sep[ic �tfi7uent
�i"��ctivel��. �othing other than �rav���ater. {laundr�, sho��ers. �te.) Human ���ater and toilet tissue should be
disposed of into the septic tanks. Garba�;�dispc�sals are not rec�n�n�ended. Additives rnust not be used the��
may�cause harmful dama��e to yaur septie s��sCem, lt is recommended that}�ou pump the s�ptic tanks every
I4v0 4�eai'S,
SII1C'
Joseph J. Oison
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�Yi�r.�.._�...E3edraom,Auerage percc�laiion rate�l� _ ���„�`it� ?'�1.��.:� ,�''
� $Y�ad�mc�be� "�.�1 Et..w ,�,$,�
.`���g�lfday . .5`� sq.ft.ofi treatment area ,�rtG>(Ji€1 it. width=351 ft.lengfih o#�d�r�a �'�f,,,,�,`�„�.'�pp� .
_..__ P�+�E��'�31►�t1�� ��t..�� ��'?
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Clear�rock ne�ded plus 20 t� cu-Yds.Coarse�rashed san �vr$ cu.Yds.Av�erage saneE depth�_:j_ 7`l'��lEt�� � ������8�
�.� + �
Santiy l�aa��cu.yds.,ropsoil 6"_�cu.yds, Ius 5 �, ����
t� �cu.Ycls. ,i�.�'�+Cit�1�
Number of tanks�,1�`tan#r �����als.,2"`'#ank o�'S� �is.,Pump dtamber ppacitY 1�.�'�?���-
�tQP�R7Y A�; ' %,�t,u "L.� �t",�c.
�_gal�.f 10�lineai feet of�'dia_5uppl�rPil�e,lineat#eet needed c��� r " � � ' � ts
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oistrtbutlori � e"" � � . � �""'�^'�
P h c� dia_ {U�' linea!feet,�dia. Perfor�tions�(, "apart ----- ,
FIoa1 set at l�gals.,,�tim�s�rer eiay Pump cunre�3�f min.o't 8' fe�t#�ead pressure. .
' �elEBS,,`�,/,(��f,[�, n�. 7b3-49$-8779 .
�Cus�t�/tN�otE`� �tt P�ol�{�t�i-�'e�i�►
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� OSTP Desi n Su t�rr v
MinnesotaPollutbn � 1��'�1a�/ 1ITS�'�$h��'� I �RSI'fY
Cantro!l�ncq QF IVV�INNES4TA �.,�
Property OwneNClirnt: Souree Land Capitat Praject ID:��v p6.12,13
Site Address: Lakeview Golf Course Lat 2,Btk 3 prirnary Dake: 6J t 116
4. DESIGN FCOW AND TANKS
A. desiqn ftow: 450 Gattons Per Day(GPDy Note: The estimoted design�tow is considered a peok ftaw rute
including a sa�ety fr�ccar.Far fong term performance. the ave€rrge
B. Septic Tanks: daity flow is recommended to be<60'�of this votue.
Minimum Code Required Septic Tank tapacity: 2250 GaUoru,in � 2 �fanks ar Comparcments
�_�._. _�
Recommended Septic Tank Capacity. 2250 Gattons,in �Tanks or Ccrmpartments
EfFtuent Screen: Na Atarm: No
C. Hotding�`anks Only:
AAinimum Code Requfred Capacity:�����C�s �Fl (��Tanks
t_
pesigner Recommended Capacity:��Gallons,irr (��1Tanks
I__J
Type af High LeveE Atarm: �
D. Pump TanR t Capacity(Code Minimum):��Gallans Rump 7onk 2 Capacity(tade Minimum}: �Gafions
PumpTonk t Capacity(Designer Rec}: ������ons Pttmp Tonk 2 Capacity{Designer Rec7: (—'�GaElons
t__J
PW�P 1 2��� GPM Total Head 28.3 ft Pump 2��GPM Totat Head C�ft
Supply Pfpe Dia. 2.00 irr Dose Votume:�ga4 Supply Pipe Dia.��in Qose Votume:C�gal
2. SYSTEM TYPE
TYPe of Sa!Treatment and Qispers�u euaa• 7 of DistribuCon«
C� h«w, p e�d Q r� �C�Bvky n�edtRtiw, �i R«s�r�Dt��tiun«,-L.ev�k O Gt�ssve aiste�m�,kve�
C���Q Q Hokli+x�Tank ('�nc-o-ade "Selectio�Requined Benchmark Etevatian: sea tevet f�
�enchmark Location: Set by E.Y.S. �
System Type
1'ype of Distributian Media;
p TyPe� ❑TyPe u O Trve itr ❑�`ype►v C]ry�v �o��,r�a� ❑a��c�a r�c�,�r,�a:
3. SITE EVALUA710N:
A. Depth ta Lim3ting Layer: 14 in t,2 ft 6. Measured Land 5to�%: 6.0��
C. Etevation of Limiting Layer: D, Soit Texture:� Loam �
E. Loc.of Restricive Elevation. F. Soit Hyd. Loadfrtg Rate: 0.45 �GPQfft2
G. Minimum Requ4red Separation. 3b in 3.0 ft H. Perc Rate:�10.0 MPI
i. Cade HWximum Depth of System: Mound in Commertts;
4. DESIGN SUMMARY
Trench Design Summary
Dispersat Area�ft� Sidewall Depth�;� Trench Width('--1�n
l_..�J
Totat Lineat Feet��ft Number of Trenches�� Gode htaximum Trench Depth��in
Cantour Loading Rate��{� Designer's Nax Trench Depth�qn
Bed Design Summary
Absorption Area��ft2 Media Betaw PiPe��in fod�Maximum Bed depthC�in
Bed Width��ft ged lern�thC�ft Designer's Max Bed Depth�in
t�STP �esi n Summa►-�/ Worksheet Uxl���s�T�r
Minnes�vCa Phollution � ` 7
Control Agency OF�I�INESOTA :,�ti,,,,
htaund Design S�mmary
Absorpt�on Area 375,Q ft� Bed Length 38;a ft Bed Width t0.0 ft
Absorptlon Width 12.� ft CCean Sand lift �.g ft Berm Width (0-1�}�n
Upslope Berrtt Width 1�,p ft downstope Berm Width 27,0 ft Ends[ope Berm Width �2,p ft
Totat System Cengtfi 6Z,Q ft Totat System Width q3,p #t �orttour Loading Rate 12<0 gaUft
At-Grade Design Sumrr►ary
Absnrption Bed Width�� kbsorptian Bed Length(�ft System Height��ft
L.�_J
Cantour Laadirtg RateC�gaUft Upslope Berm Width��ft Dawnslope Berm 1Kidth�ft
Endslape Berm Width�� System Lengih�n System Width��ft
Leve[&Equa!Pressure bistribution 5ummary
No.af Pertorated Laterals� Perforation Spacingt=�,ft pertoratian 6iameter' 7/32 in
LateraE diameter z.d0 in Min.pelivered Yotume��al Maacimum Qetivered Votume t13 gal
hlon-LeveE and tlnequai Pressure t3isYribution Summary
Efevation Pipe Yolume Pipe lengtfi 'perforation Size
(ftl Pipe Size(in) �gailft� {ft) (i�r3 5pacing(ft) Spacing(i�)
Laterat 1 Minimum Delivered Valum�
Lateral 2 (���
Lateral 3 t—_J 4at
Laterat 4 kWximum Detivered Voiume
Laterat 5 L__tgal
Laterat 6
5. Additio�al Info for Type IV/Pretreatment E3esign
A, tckulate the orgnnit fanding using option t or 2
1. Orqartic Loading =Pounds oj SdD X UniEs
� �tbstday X �� _ ���Ebs 6QD/day
2. Orgnnic L�dtng to Pretreatment Unit =t3es}gn Flaw X Estimated 800 in rtr�tL in the effEuent X 8.35=t,0�,d00
( _._�SPd X ��mg/l X 8.35=t,000�000= C�lbs BOD/day
B. Type af Pretreatment Unit Beirx3 Installed:
�. Catculate Soil Treatment System Organic Loading: Ibs.BOOlday+8ottom Area =ibs/daylft7
�_��thsJday: ���ft�_ ��lbsldayttt2
CommenulSpecial Design Consi�rationr,
i hereby certify that f have completed this work fn accordanee with atl appiicabte ordirtances, rutes and laws.
i'""�,."._..
�o�pn�o��o� _� s�o �ro�r�8
(Designer} (Signature�
(licer�se 11) (Oate)
�� �� as-rp n�au�,d ��5���►
UNIVERSITY �
������� Vlfcarl�sheet > 1 l Slope OF 1V�INNES�TA ` � ,,�,
�
1. SYSTEM SIZING: Project CD: v t}6,12.13
A. Design Flaw: 450 GPD T���..� ��cl
B. Soil Loading Rate: �.45 GPDfft� co�nn��a�s�ort a���sorro��sae�r�aet��
Al�Ae�RP'�i4�N ttltT�S EtSNVC PERCQLA7�l1 tE57'S
C. Oepth to E.imitin�Candition. 1.2 �t ��� �A.""a,°,
�� � � � �
D. Percent Land Stope: 6.0 9� `� � x�ro� � r�,w.�a,,,
t�c'� �° s�> e'a�° ,
E. Desf�n Media �oading Rate: 1.2 GPOtftZ
cG t 4 �
F. Mound Absorption Ratio: 2.6q °"�°$ i.r 1 1.6 �
tt t tm�6([�re syntl G.6 3 1 1.6
T�! ana kra sNne sai
tiJliT€�!A ' RhT�S: g w�s o.re �t.s i �.�
t6 to� 6.6 2 O,TB 2
� � -�cKiv�od' C
Panc ttata � n�und ict�,rati�i �,°D a� a.s 2.e a�a s
ttatac �so�a o.e� 2.e a.a z.e
s 60mpi �.o. �.3.z.a<z.�;2.& a�� s,co,ao . a o.s s.a
. >tao . , _ .
St•I2Qmpi �t 5.0 <_12
» 'Systems with these values are not Type I systems.
>_ rza r�;• ;S,Q= �b. Contour Loading Rate(tinear laadin�ratej is a
recommended vatue.
2. DISPERSAL MEDIA SIZIFtG
a• Calculate Dispersat Bed Area. Design Ftow= Desi�n Media Laading Rate=ft�
450 GPD = 1.2 GPDfft2 = 375 f�z
If a targer dispetsal media area is desired, enter size: 380 ��z
B. Enter Dispersat Bed Width: 10.0 ft Ccrn not exteed 1Q feet
C. tatcuCate Contour Loading Rate: Bed Width X Design Medra Loading Rate
iQ ftz X t.2 �GPD/€t� = 12.0 �galtft Can not exceed Tab(e f
t3. Catculate Minimum Dispersat Bed Length: QispersaE Bed Area = Bed Wid€h = Bed Length
3$0 {�z � 10.0 ft = 38.0 ft
3. ABSORPTIdN AREA SIZtMG
A. Calcutate Absorption Width: Bed Width X lvtound Absorption Ratio =Absorption Width
1(3.4 ft X 2.b = 26.0 ft
B, For slopes>1%, the AbsorpCian Width is measurecf downhill from the ups[ope ed�e of the 8ed,
Calcutate Dawnstape Absorption Width: Absorption Width - Bed Width
28.0 ft - 10.0 ft = 1b.fl ft
. [115TRtBUTfON MEDiA: R�CK
A. Media Volume: Media Depth X �ength X Width
0.50 ft X 38.0 ft X 10.0 ft= 140 ft3 = 27 = �7i�yd3
�_ _�
- 5. QISTRiBUTION MEQ1A. REG[51'�RED TREATMENT FRODUCTS: CHAMBERSANE3 62FL�W
A. Enter Qispersal Media;
B, Enter the Component Length: �ft �nter the Component Width: �ft
C. Number af Components per Row= Bed tength divided by Cornponent Length {Round up)
t__.._J f t = � f t = ��camponents/row
D. Actual Bed Length =Number of Camp�nents/raw X Component Len�th.
��companents X �r__�ft = ��ft
E. Nurr�ber of Rows= Bed Width divided by Component Width (Round up}
� f t ' [.� ft= �� rows Adjust widlh so this�s an whate number.
F. Totat Number of Components= Number of Components per Row X Number of f2ows
�___� X E_�� - �i�components
6. M�UND SIZtNG
A. Caleutate Minimum Clean Sand Lift: 3 feet minus�epth ta Limiting Condition =Ctean 5and Lift
3•� ft • 1•2 ft = 1.8 ft Design Sand Lift(optional): ��ft
B. Cakulate Upstope I�ei�#�t: Ctean Sand Lift +media depth +cover(1 ft.� = Upstope� Heigttt
1•8 ft + 0.5 ft * 1.0 ft= 3.3 ft
C. Setect Upslope Berm Multiptier(based an land slope}: 3.45
Land Slope 96 0 1 2 '' 3 �► 5 6 7 8 9 It} 11 22
Upslope Berr» 3:1 3.E?0 2.91 2.83 Z.75 2.68 Z.61 �,54 2,�g 2.42 2.36 2.31 2.26 2.22
Rat'ro 4:1 4.00 3,$S ���tt 3.5? 3'.4� 3.3� 3.23 3.12 3_03 2.94 �.f36 �.78 �.70
D. Catcutate Upstope Berm Width: Multiplier X Upstape N�und Height =Upsfnpe Berrn Width
3.45 ft X 3.3 ft = 12.(} ft
E. Calcutate Clrap in Elevation Under Bed: Bed Width X Land Stape � 1fXt=[lrop (ft)
�0.0 ft X 6.0 � : t00= 0.64 ft
F. Calcutate Qawnsiope Mound Height: Upslope Height+ prop in Etevation = Downslope Height
3.3 ft + 0.60 �t = 3.9 ft
G. Setect t3ownstope Berm Multiplier(based on land stape): 5.26
Land 5lo�e% Q ; 1 2 3 ' 4 5 fr 7< 8 9 It} Ii 12
Dnwnslope 3:2 3.d0 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 Ratia 4.� 4.t7�f 4.2�" 4.35 �t,�4 4.76 S.flO 5.26 5.*�G 5.88 6a2S 6.67 7.14 7.69
H. Ca[cutate Downstape Berm Width: Muttiptier X Dowr�sEape Neight =aownsiope Berm Wid�h
5.�� x 3.9 fC = 2Q.7 ft
I. Catculate Minimum Berm to Cover Absorption Qrea: Downslope Absarption Width + 4�e�t
16.t1 ft +C 4�ft = 20.0 ft
J. Design Downstope Berm =�reater af 4Fi and 41: 21.0 ft
K. Setett Endstope Berm Multipiier: 3.00 {u�ual(y 3.t1 ar 4:0)
L. Calculate Endslope Berm X pownslope Mound Height = �ndslope Berm tiNidth
3.£�7 ft X 3.9 ft = 12.0 ft
M. Catculate Maund Width: Upstope Berm Widt(�+ Bed Width+ E?ownstope Berm Width
'l2.0 ft + 1d.0 ft + 21.0 ft = 43.d it
N. Catcutate Mound Length: Endslope Berm Width + Bed Len�th + Endslope Berm Width
12.� ft + 38.0 ft + 12.0 ft = 62.d it
' 7. M�UND D#MENStONS
��� �-___Upstt7p@ {4.��_ _ 12.�� _ _- ___ ` �.
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� � QiSpersal Beti: (2.B X Z.C) �
Endstc� e 4.L� -a Enclslo 4,L
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� c �2.0 1(�.0 X 38.a � 12.t�
F F
i �
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�s '' Downslr�pe (4.J} '
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� .�.������..�...���,�......�....��.� ,.��...����.���� ������..�.
1"-
Tata�Mound l.en th (4.N► 62.0
4" insp�tion P�P�
18"' caver on top 21.0
U slo berm (4.D} pawnsl berm 4.J
t 2.4 � "
i 2"cover Qn sides
(6" topsoil}
�lean s�n:d tift (4.A�1 1.8
_ ���[�ep�l� Cc� C.in;�ti�a� �1.C�
I�irnitan� Condttic�n � __�_..� .. _ .__-_��_ �� t.�
Absor tion Widt� (3,A� __� M� .4� � -,- _ _____ � .
Note: 26.0
Far(�ta 1�stopes, Ab.rorpt�c�n Widtfr is measurecf frorn the Bedequalty in lx�th direct�ons.
Far s(opes >19b, Absarption WYdth is measure�i efownt�ilt from the upstope ed�e e�f the Bed.
Camments:
�i
�� 05TP Mound Mater�als Worksh�et UAIIVERSITY
���e������' C�F MINNESOTA ' �,,,,,
Projecf!d: w 06.12.t3
A. Catcutate Bed (rock)Yatume:Bed€ength (2,C X Bed Wtdth 2.Bj X�pth =V�fume €�
.
3g.� ft X 10.0 ft X fl.8 = 304A �t3
��_�
dr`vide ft}by 27 ftJtyd�to calcutate cub9c ards:
3�.� ft� � 27 = 11.3 �yd3
Add 2Q%for constructabitity: 11.3 � ya3 X 1.2 = r 13.5 3
L,.,.�-��yd
B. Cakulate Ctevn Sond Vei{ome:
Votume Under Rock bed:Average Sorxi pepth x Media Width x Media Le»gtf� =cubit feet
Z.f�ft X idA ft X C 38.0 ft = 798.0 �ft3
For a Mound on a slope from 0-4%
Yolume fram Length a((Upstope Mound Height-t)X Absorption VMfdth Beyor�Bed X Media Bed Length�
ft -'t j X �� X ,. ft = t___�
Valume from Width=((Upstope Mouncl Height• 1)X Absorptiorr Witlth Beycnd Bed X Media Bed Width)
ft -1} X �� � L.__�f� ' (`-�
L_
Fotot Ciean Sand Yolume: Volume from Length+Votume jrom W�dtl��Yotume Under Medra
�� ft3 ` t----_� ftJ + ft� = (�.._.-Jft'
Far a Mound an a slope greatar than 196
Upstope Vo(ume:(�Upstape MaErnd Height -i}x 3 x Bed Length)�2=cubic feeC
(E 3�3 ft -1} X 3_0 ft X 38.0 }-�2- 133.0 ft'
Downstope Volume:((Qawnslope Hei�ht-1)x po�nslope Absorptian Width x Media Eength)-�2=cubec feet
f(� 3�9 ft-1) X 16.0 ft X 3$A }-2= 891.7 ft�
Endslope Volume:(Downsla�e htaurn!Hei!�ht-i) x 3 x Media Widih =cubic feet
( 3.4 � ft-1 j X 3.0 ft X t0.��ft _ � 88.0 �ft3
�..__.�..__i
Tota l Ueart S and Yol�me:UpsEepe Votume +bownslope Vofume *Endstope VoEume +Yotume tlnder Media
t33.0 ft' + 891.7 ft3 - �8g•p� fL' w 798.� fts= 191d.7 ft3
�__.�_E
Divide ft'by 27 ft'1yd'to calcutate cubic yards: 19t0.7 ft' b 27 - 7d.8 yd3
Add 20%for consvuctability: 70.8 yd3 X t.2 = � 84.9 yds
C. Gatculate Sandy 9erm Votume:
Totaf$erm Votume(approx}:(i��$-Mound Hetght-4.5 ft topsaik}x AA€rund tNidth x A�bun<t Le�gth}-2=cubic feet
t 3•6 _ 0.5 )ft X 43.4 ft X 62.0 )�2= 4176.7 ft3
Tvto!Mound Yo(ume-Ctean Sand vat�me-Rock Voiume=eubic jeet
4176,7 � �; _ 1910.7 ft� - 304.0 ft' = t462.Q {t3
Divide ft'by 27 ft3/yd3 to catcutate cubic yards: '�952.� � ft} :- 27 = 72,7�yd3
Add 20%far car�structability: 72.7 yd3 x 1.2 - 87.2 y�j
D. Catculate Topsoit Material Votume:toiat Mocmd W�dth X T"atnt�und Lengih X.5 ft
43.0 �ft X _ 62.0 fi X Q.5 ft 1333.0~�ft3
Divide ft'by 27 ft'lyd3 to caEcutate cubic yards: 1333.t} pt} = 27 = 49.4 �yd�
Add 20%Por constructabitity: 44.4 yd� x 1.2 = 54;2 �y��
� aSTP Pressure [��str��ut�on
` Uxtv��slT�
Minnesofa PvlEut�orr Design Worksheet � _.
co�,��►� � o� �rNr�EsoTa "�;
ProjectlD: v 06.12.13
1. Media Bed Width: �� ft
2. Minimum Number of LateraEs in system/zone = Rouded up number af [(Med�a Bed Width - 4} : 3j + 1.
( 1Q - 4 } + � ; �.�taterats €3oes not app(y to at-grndes�
3. Desi�ne�Setected Number of taterats: ��aterafs
Cannot be less thdn tine 2 (crccept rn at-eradesl
4. Setect Per�oratign Sp�acing: "'� � � � ��`
3.Q f� l.� .
�i«'Wb�Wwat%wvM I'�+r/�r .: T!fjA aY(Wk. Y V xl.. ..
5. Select Ferfor�tion Diameter Size: 7/3� ;� ,_o„�,
.:��»»,�.«,;;,..,K�,.-e.-,.- �,�,�,,. a�t
6. Length af Late�ats =Media Bed Length - 2 Feet.
38 - 2ft - 3b ft Perforation ccrn nat be rloser then 1 faot fram edge.
� Determine the Number of Perfora[�on Sperces. Oivide the Len�th of Loterats by the Perforation Spacing
and round down to the nearest whote number.
Number of Perforation Spaces 36 ft : (�3 �ft = 12 Spaces
�_J
Number af Perforations per tat�erat i�equat to t.0 pEus the N�mber c�f Per�`oration Spaces. Check table
8. below to verify the number of perforations per lateral guarantees tess than a 10�discharge variation. The
vatue is double with a center manifo�d.
Perforatians Per Laterot = 12 Spaces + 1 = 13 Perfs. Per Laterat
" +�� ' I�+r �G�tr �!!� " 1��
�s 7f32�Pe�rfari!ti�
F'+�foration 5Qscit�fFt�ety � �s1 PHforatian . P�.` . ��tc�rs►
4 1Si tYt 2 � $Fa�� � iti t� 2 3
� i� t�' t�t �i '° i� 2 li ', 16 2't � 6i
� a i� 16 ?� 5� 2'� i� t4 ac} 32 6�{
� � t� �6 � '32 3 9 ' ' f4 t� 3� bp
314b�Petfcw`� t�i!h�h P�r�tio�
Perfor�tion Spic�(F�et� � � � �'�'��1
� 1ii 1�t 2 � l�ttt� t tSi tY! 2 3
� t� �d 2� � �'1` � �f' 33 44 74 1�9
� �x �� �� �o � �� �a �a �� s� s�s
� �t: t� � �x � � � � � � ��
g• Total Number of Perforations equa(s the Numbe�of Perforations per LtrterQf multiptied by the Nurnber of
Perforated LQcerats.
13 Perf. Per�at. X �_INurnber af Perf. Lat. = 39 Tatal Number of Perf.
10. Setect 7'ype of Manifatd Connection {End or Center): 0 End [� �enter
11. Select LateraE t3icrmeter (See TobEe): 2.(yp »
� OSTP� Pressure Distr�bution
Minnesot�Pollution ���� n �/�rksheet ��IVERSITY
Control A nc � OF �VIINNESOTA � "��,,,,"'�
12. Calcutate the Square Feet per Perfaration. Recommenried vatue is 4-11 ft z per perforQtian.
Dt�es not appty to At-Grades
a. Bed Ared = Bed Width (ft) X Bed Length (ft)
10 ft X 38 ft = 380 ft2
b. Squore Fovt per FerfaraCion = Bed Area dividetf by the Tirtal Number of Perforations.
380 ft� .- 39 perfaratians = 9.7 ft2/perforatictns
13. Select Minimum Avercrs�e Head: 1.0 ft
14. 5elect Perforation Discharge (GPM}based on Table: 0.56 GPM per Perforation
15. Determine required Ftow Rate by rnultip[ying the TotQl Number af Perjs: by Che Perforatian Distharge.
39 Perfs X 0.56 GPM per Perforation = 23 GPM
16. Vatume of Liquid Per Foot of Distribution Piping (Tat�te tI): 0.17fl Gallons/ft
�7, Vatume of Distributian Piprng =
T�le il �i
_ [Number of Perfor�ted Laterets X Length af l.c�terats X (Valume af Yolcemr o4r[.iquid ir��
Liquid Per Faot of Distribution Piping] p��
P�ipMr ' Liqt�id
� X 36 ft X 0.170 gaE/ft = 18.4 Galfons t�iam,ete�r Per Faot,
(inc.hes) (Galtans}'
18. Minimum Delivered VaEume= Votume of Distribution Pipin� X 4 � 1 0.045 ;
18.4 gats �f 4 = 73.4 Gatlans ; 15 o.11Q ;
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Camrnentsl5pecial Design Considerations:
. � OSTP Basic Pump Selection �esign
U1V IVERSt"CY
Minrtesota Pollution Warksheet OF �IINNESOTA
Cantrot A ��,,,�
1. RUMP GAAACI7Y Pea�ect tD: v 06.12.13
Pumping ta Gravrty or Pressure Distrlbutian; Q trevity Q aesare Selection required
1. If pumping to gravity enter the gallon per minute af t#�e purnp: �GpM (td-45 gpm)
2. If pumping to a pressurized distribution system: 23.0 GPM
3. Enter pump descnption:
2. HEAD REQUIREMENTS ��of�,
A. Elevation Difference 19 {� � ""
between pump and poiot o(discharge: �'�
B. Distributian Head Loss: ��ft
� �mN�erer�rce,r'•`
C. Additiona!Head Loss: ��€t fduecospeciatequ;pme�,c,ecc.� ' ----•--•------............... ..............
Table t.FNttion Lass#n Plastic Plpe�er t�ft
Dis�tribut�an He�ad t�as
GravlLy Diste~ibutlon m Oft F�ow Rate T�.p�Diameter Iinchesl
t��r�� � �.z� � z
Pressure t3lstributior� tsaseci c�Artinlrrtcrrrs Average �iead 1C� ` 9�.f 3.1�� °.�1.3�{ 0.3
�atu�on Pressur�C►isLributior►Wc�rkshe�et: 12 12.8 43 t.8 I Q.4
Mrinirrtuet�I►vera e Hemid ;Dfs�riEsut�t� ti+s�ad;Loss 1 4 1'7.0 5.7 2.4 � 0.6
��t �`�� f 6 � 21.8 7.3 3.0 � 0.7 �
2ft ��t 18 9.1 3.8 � Q.9
g�t 't tJft �� � 11.1 � 4.6 � f.t
25 ' f6.8 ; 6.4 • 1.7
D. 1.Suppty Pipe Oiameter: 2.0 in 3fI �3.5 9.� � 2.4
�� ' 12.9 3.2
2.Supply Pipe Lengtfi: 235 ft � � �$.� � 4.i
E. Fridion Loss in Ptastic Pipe per iOAft from Tabte E: `�� I i 2f}.5 5.0
� i � � 6.1
Friction Loss= 1,45 ft per 700ft of pipe 5� 7.3
� � � 8.G
F. Determine EquivaEent Pipe Lenqth from pump discharge to soit dispersa€area discharge �yg � , , rt�.�
point. Estimate by addirsg 25%to supply ptpe tenqth for fitting loss. Sup�ly Prpe Length �p � ( � ,�� 4
(D.2) X 1.25=Equivatent Pipe LengtM 75 (
' f 13.�
235 ft - X 7.25 � 293.8 {� �� � [6•4
9� � 20.t
G. Calwlate Su�pty Frrction tass by rnuttiplying Friction loss Per tOQft (line Ea by the Equivrr#ent Pipe tength (Line F)and divide by 100.
Supply Frtction Loss=
t.45 fC per 10dit X 293.8 fi + 100 = 4.3 ft
H• 7ofvt Nead requirement is the sum af the Eteuotion t3fjference (Line Ay,the Distnbutio�Head Loss(Line B►,Additiona[Head Loss(Line C},and the
Suppfy Frictian Loss(Liae G )
t9.0 ft - 5.0 ft + ��ft + 4.3 ft = 28.3 ft
3. PUN1P SELECTtON
A pump must be selected to detiver ai least ,23.Q GP�41 f Line i ar Line 2)with at teast �$�3 feet of tatal head.
Camments:
�QQS O��t�t� �OI'tC1,t�S
1.�tC�t1S@#�'�1�
Location or Prc�ject: Lc�t 2, �tk 3
Bori��s made�y: Rusty Oison`s Soil and R�r�testin� 61112�14
Class[ficatian System: AASHQ � USC'3��U�U3-SGS X ; Unified ; C?tt�er
Auger used (ch�ck two): H�nd„�X , or Pavrer , FFight, Bucket c�r Prob�,_,_X_
Boring Number_1_Surface elevation�982.6 lUlottted Soit af 1.7 �eet
D"-6" Dark brown loam 1byr312 H2U presertt at_�_
6"-12'" Brown loam �Oyr414
12"-20" Brown loam 10yr5/4
20"-26"Rusty brown loam 10yr5I4
�c�ring Nurr�ber_2_Surface elevation_,��2_6 Mottled Soil at 1.8 fee#
0"-10" Dark brawn loam 1 Oyr3/Z H2{}presenf a#_X
10"-16" Br�wn laam 1 Oyr414
16"-22"Brown loam 10yr514
22"-28" Rusty beown loarn ta clay 1€aam �(tyr5t4
Boring Number�3_Su�face elevation_98U.5 Mottled Soil at_1.2 feet
0"-6"�ark brown loam 10yr312 H20 present at_,;X
6"-14" Brown loam 10yr414
14"-20"" Rusty brown laam to clay loam 1t�yr514
Boring Number 4_Surface elevatian�980.5 Mattfed Soii at 1.3 feet
0"-6" Dartc brawn lo�rr� 1�yr4i2 H20 present at_X_
+6"-16" Brc�wwra loam 10yr514
1C"-22"Rusty brown Icram to clay loam 10yr�l4
8o�ng Nurrtber 5_S��face elevation_981.7 Nloftled Soil at 1.7 feet
0"-6"« Da�k brown loam 10yr4/2 H2{} present at_,,,_X�
6"-2�" Brown laam 10yr514
20"-28" Rusty hrown It�am to ctay Ia�tTt 10yr5t4
Bo�ing Number 6 Surface elevatic�n�978�5 Mattied Soil at 1,0 feet
0"-6"�ark brown loam 10yr4f2 H20 pre�ertt at�X`
6"-12"Brawn to�m 10}�r514
12"-18"Rusty brc�wn ioam ta clay loam 10yr5/4
Percolatian T'est Data St�eet
Lic.#810
Perc�lafing test readirtgs made by: Rusty C31scm's Perc, stark�ng at i:2t� P.M. 4n ?11114
Lacafion: Lot 2 Blk 3
Hole number: 1
Date hale was prepared:813f}/14
L?epth af hofe bottorn�12",�inches, �iameter of hole_6" inch�s.
Soif data��ram test hole: �
Oepth, inches Soit te�ure
0-6" Clark Brown Lo�rn 10yr312
6-12" B€own Loam 10yr414
Method of scratching side watl: Knife
D�pth nf gravel in bnttom of hole 2 inches:
Date of initfal water�Iling 6i3(1/14 dept�h of initiat wrater fitling 1� inches above ttte h�l�t�tfom
Methocf used to maintain at leasf 12 inches of wa#er depth in hflle for at Eeas#4 hours Autamatic S[phon
Maximum water depth above tto(e bottom during tests B inches
Time Tirne depth Drop in HZf� Pere Rate
1:30 1:45 5" 1.1 13.6
1:52 2:07 6" 1.1 13.6
2:08 2:23 fi" 1.� 13.8
Ar/ERAGE PERG. RA�� 13.6 MRt
Perc�latian Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Otson's Perc. sta��ng at 1:20 P.M. On 7l1/14
L�cation: Lot 2 Bik 3
Ho[e n�mber: 2
Date haie was prepared: 6l30114
Qepth af hole bottom_'t2"�inches, Diarneter c�f hafe 6"' inches.
Soil data from test hole: �
Qepth, inches Soil te�ure
0-1 Q" Dark Brawn Le�am 10yr3/2
10-12" Brown Laam 10yr4l4
Methad af scratching side wa0: Knife
Depfh of gravel in bottam af hole 2 inches:
Qate af initial water�iking 6/30J14 depth of initiai wafer filling 12 inehes at�ve the hole bottom
Method used to mai�ttain at least 12 inches of water depth in hote for at [easf 4 hou€s Autamatic Siphon
Maximum water depth abave hole bottam�uring tests 6 inches
Time Time Depfh Drop in H20 Perc Rate
1:31 1:�46 6" 3.8 3.q
1:51 2:i� 6" 3.7 4.9
2.as �:�a s� �.s �.2
AVERAGE PERC. RATE �.� �p�
Percolatior� Test Qata �f�eet
Lic.#810
Percolatirtg test re�dirtgs ma�ie by: Rusty Olsan's Pe�c. startirtg at 1�2t�P.M. ar�711/14
Locatic�n: Lot 2�Ik 3
FEale nurnber: 3
[7ate hole was prepared: 613Qf14
Depth of hole b�ttom_42",_inct�e�, Giarneter€�f�ole�6"_ inches.
Soii data from test hole:
Depth, inches Saii te�ure
�-�" t3artc Brc�rnrn Loar� 1t�yr3i2
6-12" Brov� C.e�:�rrrt 1'{?yr4�4
Nlethod of scratching side wal(: Knife
Depth af grave� in bnttom a#haEe� inches:
Date of�nitiat watec filling 6i30114 depth af initial water fifting 12 inches abave the hole bottom
Method used tt� main�ai� at Eeast 12 inch�s of water depth in ho(e f�r at��ast 4 hours qutomatic Siphon
Maximum�ra#�r d€pth ab€�ve hole bottom during tesEs 6 inches
Tim� � Tien� Depth Drop in H2Q Pere Rate
1:32 �t:47 6" 2.0 7.5
1:5C1 2:t}S S" 2.1 7.2
2:t tI 2:25 6" 2.2 �.8
AVERAGE PERC. RATE 7.2 MP[
Perct�lation Test I�ata Sheet
Lic.#810
F�ercol�ting#est eeadings made by: Ru�y Olson's Perc. statting at 1.20 P.M. C}rt 711114
Location: Lot 2 Blk 3
Hole numb�r: 4
Date hole was prepar�d: 613tfl14
Depth of h€�le bQttom,_,_12"_inches, Diameter€►f hoie_6"_inch�s:
Soil data from test ho�e:
C3epth, inches S€�il texture
d-6" Dark Brc�wn Loam 90yr412
6-12" Br�wrr l.oam 1C1yr5J4
Method of scratching side wail: Knife
Depth af gravel in battom of haie 2 inche�:
C3ate of irtitial water filling fi/30114 de�th af initiat water filli'ng '�2 inc�ies above the hole bottom
Method used to maintain at least 12 inches af r�vater depth in hole for at least 4 hours Automatic Siphon
Maxr`rr�um water depth above hole bottom during tes#s 6 inches
Time Time Depth Drop in H20 P�rc Rate
1:33 1:48 6'� 1.0 15.0
1:49 2:Q4 8" 1.� '15.0
2:11 2:26 6" �,fi1 15.0
AVEE�AGE PERC. RATE 15.0 MPi