HomeMy WebLinkAboutSeptic design/Proposed Lot 2 Joseph Olson D.B.A.
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
May 11,2011
44 wn Road S.LLC.
Pro osed Lo
445 Bro�vn oad S.
Orono,Hennepin County
This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
Once the house size, location and primary septic site are chosen this design can be completed.
The periodically saturated soils were located at 16-28 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 32 foot rock beds.The absorption area of the
proposed rystem does not overlap.A retaining wall will be needed to keep the side toe five fee[from the property line.
This system is designed with duel rock beds usina non-level pressure distribution.See design sheets.Use 7/32
inch perforations on the laterals.See desien sheets.
The soils at a depth of 12"have a percolation rate averaging 8 MPI.
All neighboring wells are located gseater than 50'away from proposed treatment area
All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.A filter needs to be
installed on the second tank Clean outs must be installed on the end of the laterals for maintenance.
A pumpiog chamber will need to be installed to lift the effluent to the treafinent 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 ei�luent effectively.
Nothing other than gray water,(laundry,showers,etc.) Human water and toilet tissue should be disposed of into the
septic tanks. Garbage disposals aze not recommended. Additives must not be used;they may cause hannful damage
to your septic system. It is recommended that you pump tanks every two years.
SinCerely> CI1'Y OF ORdNb
' SEPTIC P N VI V�
. _ , h D ,���`�'��'; ,���
/'lr,r-�"�_--.-_..-...._......_... .. . �SL�EC�A�� ;
�%'�f Joseph J.Olson DATE ��'!,l,PERMIT NO.,,,,,,,,,,,,,,,,,,,,,,,,,,,.,
APi'ROVED AS SUBMITTED
� APPROVED WITH CORRECTtON9 AS NOTED
NOT APPROVED-CORRECT&RESUB�IIT
' ��� These comments are for your information. All work shalt be donf
*��LpG11i�w1� lNfi��rliClW'L�� in full comp(iance with all appticable septic and zoning code.
Reyuirements including items not specifically noted in this revie+N.
� �� KEEP THIS PLAN SET UN S1TE AT ALL TiMES
i
a
�
��'� �
�
�
�
1 , I
L-c� �� � �
�
I
c
�
�
<. � ��:A
(
y `�
O
— �� �^
� �
�. �� s . (`•-
�M'_�� '' —
� —� r ,
�
�`� � ����� , �i� r
�'R. C�� C�T� �_i � i (• ...r_..
�.7
/ 1Py� _
•-\ �� � r�
�r��.���'�'�� � �/Sy,a��-' �i°4• ��s � �� i49,D � SCF1�C' _ _ ,
'� / _ �� �� �r �i
�; � �; t �St�7
�.
� `_� 53�.� �� `. � � , � i � � Pcrcolation Test
Wt��n..�p ��,, �'�� � .:h��. .,;4K.3 : � � Soil Boring
� ` ` c. � ,� � � Bencl�Mark
c re .� �_ h� T '`'�' �',
j ;r
� `'rv i �� ,sey� ; _ � _-� � Lheck all undcrgraund utilitics
-=�/_ �.�/ , ,,, �,-F 'St'.a �'�; , i
- .....4 �.., ..'.,� 5�;;�; �'1� ,
� - -_ Prope,-ty or: �iy r ��:�.�,� �>.o�=��
� t3' � �4 (
�1y�•�` �_ � 1 _'�'-�" 2�r <�"a�� ��..... _._ �A—
RcT�.,,N��,L �v c ,. � ,�, P��.o
w r,�-L �.;�: ��� r J '=_^_____=--' i`
l�<�tc��/ ��/� �'l•t(763)�39&-8779
, Itusty Olson's�i1 a.nd percolation tesling
I�csiE;ncd b�r'/�-�-'�" ----_.
i
, r
Minnesota Pollution
OSTP Design Summary Worksheet UNIVERSITY � �
..
OF MINNESOTA � � R
Control Agency - �-"�\�"
Property Owner/Client: 445 Brown Road South LLC.
site Address: 445 Brown Road South Lot 2 Site A 1
1. AVERAGE DESIGN FLOW:
A. Design Flow: 375 Gallons Per Day(GPD) Note: The estimoted design jlow ts considered a peak jlow rate inctuding a soJety
factor.For long term performonce,the overoge dof(y flow is recommended to be<
B. Septic Tank capacity: 2250 Gallons 6oa;of this value.
�, Number of Septic Tanks or Compartments: � Effluent Screen&Alarm? Ye5
Type of Soil T2ahnent and Dispersal Area Type of Distribufion
Q Trcnches Q Bed Q Mound Q Gravity Distributan Q Ressure Distribudon-Level Q Pressurc Distribution-Unlevel
Q At-Grede Q D�Distrbution
System Type
Q Type I ❑Type II ❑Type III ❑Type N ❑Type V
2. SITE EVALUATtON:
A. Depth to Limiting Layer: 20 inches 1.7 ft
B. Measured Percent Land Slope: 12.0 % 0.0
C. Soil Texture: LOdm � Percotation Rate: �$ Minutes per inch
D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12 Gal/ft
3. DESIGN SUMMARY
Trench Design Summary
Absorption Area �ft2 Sidewall Depth �in Trench Width �in
Total Lineat Feet �ft Number of Trenches � Maximum Trench Depth �in
Bed Design Summary
Absorption Area �ftZ Media Betow Pipe �i� Bed Length �ft
Bed Width �ft Maximum Trench Depth �in
Mound Design Summary
Absorption Area 312.5 ft Bed Length 32 ft Bed Width 10.0 ft
Absorption Width 20,p ft Clean Sand Lift 1_3 ft
Upslope Berm Width g,p ft Downslope Berm Width 22,5 ft Endslope Berm Width 13,6 ft
Total System Length 59 ft Total System Width q,� 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 r_�ft System Width Qft
OSTP Design Summary Worksheet UNIVERSITY :� b
Minnesota Pollution OF MINNESOTA '�
Control Agency ,:,._�,���
Pressure Distribution Summary
No.of Perforated Laterals �� Perforation Spacing ��ft Perforation Diameter ��n
Flow Rate �GPM Supply Pipe Diameter C�in Total Head �ft
4. ORGANIC LOADING(if pretreatment is being used)
Organic Loading to Pre-Treatment Unit =Design F(ow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000
�� Spd X �mg/L X 8.35:1,000,000= ��lbs BOD/day
Calculate System Orqanic Loading: lbs. BOD/day :Bottom Area =lbs/day/ftZ
�tbs/day= C�ftZ= ��lbs/day/ft2
Comments/Special Design Considerations:
i hereby certify that i have compteted this work in accordance with all applicabte ordinances, rules and laws.
�
_._........._..LL..
Joseph J Olson r,,.f.' 810 05/10/11
�-
(Designer) (Signature) (License#) (Date)
OSTP Mound Desi n ? -
- � UNIVERSITY `
Minnesota Pollution OF MINNESOTA , .�.���
Control Agency Worksheet _ _
1. SYSTEM SIZING•
A. Design Flow(Design Summary tA): 375 GPD Table I
t�10UND CONTUUR LOADING RATES:
B. Soi(Loading Rate (Design Sum.2D): 0.6� GPD/ft2 tr.eawrad ' Taztura-derivQd ��tour
pnrc.Rate �R n�oi�nd absorption ratio Loading
C. Depth to Limiting Condition: 1.7 ft . �ta:
D. Percent Land S(ope (Design Sum.2B): 12.0 % =huma; i.o. i.3.z.o. z..�. z.s �iz
E. Design Media Looding Rate: 1.2 GPDIft2 67-12G mpi oF s.o _iz
F. Mound Absorption Ratio: 2.0 - �?o n,�;� >s.o• :a�
G. Design Contour Looding Rate: 12 GPD/ft
'Systems with these values are not Type I systems.
(From Design Summary 2E-same as Linear Loading Rate) Contour Loading Rate is a recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersal Bed Area:Design Flow (1.A)=Design Media Loading Rnte (1_E)=ft2
If a larger dispersal media 375 GPD= 1.2 GPDlftZ = 312.5 ftZ
area is desired,enter size: 320 ftZ
B. Calculate Dispersa!8ed Width:Contour Loading Rate (1.G):Design Media Looding Rate (1.E)=Bed Width
12 ft : 1.2 gpd/ftZ = 10.0
C. Calculate Dispersal Bed Length: Dispersa(Bed Areo (2.A):Bed Width (2.6)=Bed Length
320.0 ftZ : 10.0 ft = 32.0 ft
D. Select Dispersal Medio: �
3. ABSORPTION AREA SIZING
Note:Mound setbacks are measured from the Absorption Area.
A. Calculate Absorption Width:Bed Width (2.6)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�dth is measured from the bed equalty in both directions.
Calcutate Absorption�dth 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.
Calculate Downslope Absorption Width:Absorption Width (3.A) -Bed Width (2.B)=ft
20.0 ft - 10.0 ft = 10.0 ft
Comments:
5(ope, CLR Choice,Material issues
4• MOUND SIZING
A. Calcutate C(ean Sand Lift: 3 feet minus Depth to timiting Condition (1.C)=Clean Sand Lift (1 ft minimum)
3.0 ft - 1.7 ft = 1.3 ft
B. Calculate Upslope Height: C[ean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height
1.3 ft + 1.0 ft + 1.0 ft= 3.3 ft
D�34:Slopr MWnofier Table
Land$lope h 0 1 2 3 4 5 6 7 8 9 10 11 12 fi t4 IS 16 17 18 19 20 21 22 23 2e 25
IIFSIopa 3:I 3.OG 2.91 2,33 2.75ii.58 i.6t 2.SJ 2.J3 2.�t2 2.36 :.31 225 L2� 2.�7 2..? i.CS ZOE 2.03 i.0i 1.57 1.9i I.yi 1.9t t.E9 1.E; LbSI
6uifn P,diiO d:i .7.00 i.85 3Jt1 3.57 3..45 i.i3 313 3.12 3.D3 2.5.1 2.85 2J8 i.7Q 2.61 2.55 2.a8 2.�t1 2.:5 2.24 1.23 2.13 2.13 2.08 2.03 1.98 1.5's
L2nd 510�lE`6 0 i Z 3 4 5 5 7 8 9 I� It 12 13 14 IS 16 11 i8 19 20 II 22 23 14 25
' UC`::nilr,,;u �:� ;.�r� �.Ci ;.15 i.iC�'i.1� i.5'_ 3.85 i.BQ 3.Si 3.11 �{.231�.a3�-.55 �.95 i.'t1 i.>5�S.b; E.2J E.Ei ZOa 7..0 i.53 6.42 6.93 9.1b 10.02
Bwnlhdii0 a:l 1.00 ».t7 a.35 1St aJ6 5.� 5.26 5.56 5.88 6.25 6.67 7.ta 7.69 d.29 8.92 9.57 t�.id 10.9.� It.6? 12.32 t?.I9 73.99 1.�.82 t5.67 +.6.Si t7..i:
� Select Upslope Berm Mu(tip(ier
(based on land slope): 2•70 (figure D-34)
D. Calculate Ups(ope Berm Width:Multiplier (4.C)X Ups(ope Mound Height (4.6)=Upslope Berm�dth
2.70 ft x 3.3 ft = 9.0 ft
E. Calculate Drop in Elevation Under Bed:Bed�dth (2.6) X tond Slope (1.D)= 100=Drop (ft)
10.0 ft X 12.00 % = 100= 1.20 ft
F. Calculate Downslope Mound Height: Ups(ope Height (4.B)+Drop in Elevation (4.E)=Downslope Height
3.3 ft + 1.20 ft = 4.5 ft
Select Downslope Berm Multiplier
�' (based o�land slope): 4.96 (figure D-34)
H. Calculate Downs(ope Berm Width:Mu(tiplier (4.G)X Downslope Height (4.F)=Downslope Berm�dth
4.96 x 4.5 ft = 22.5 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: 22.5 ft
K. Select Endsfope Berm Mu(tip(ier: 3.00 (usually 3.0 or 4.0)
L. Calculate Endslope Berm (4.K)X Downslope Mound Height (4.F)=Endslope Berm Width
3.00 ft x 4.5 ft = 13.6 ft
M.Calculate Mound Width: Upslope Berm Width(4.D)+Bed�dth (2.6}+po�slope Berm�dth (4.J)=ft
9.0 ft + 10.0 ft + 22.5 ft = 41.5 ft
N. Calculate Mound Length: Endslope Berm Width (4.L)+Bed Length (2.C)+Ends(ope Berm�dth (4.L)=ft
13.6 ft + 32.0 ft + 13.6 ft = 59.2 ft
5. MOUND DIMENSIONS GREATER THAN 1%SLOPE
�, -----------Upslope (4.D�-------9.0 ---- --------- ,
� ,
,
;
,
� �
�
� �
� Endsto e (4.L►, Dispersal Bed: (2.B x 2.C) � '
� Endslo e (4.L)
�
1�.6 �a �
� 32.0 x 10.0 � ,13.6
� � �
� �
� ' � �
� �
-p � V i
C ,
� �
O ' �
� `
�
� Downslope (4.J) 22.5
� � ------------------------------------ —--------
Total Mound Len th (4.N) 59.2
4" inspection pipe
18" cover on top
Upsto e berm �4.D) Downsto e berm 4.J 22•5
9.0
12" cover on sides
(6" topsoil►
1.3 Clean sand lift (4.A)
1 J � , , ,-,
— �
�3s:`E)tli t" � ���1!1�7 (l,�.t
_
. i� ';,�1<I t�..':Ii � � .._.. _ ... . _.. . .. ..
.. . ;.1 � _ - �- --�— -� .._.
. __ ...._ ._ _.. __ .. .__ .-
Absorption Width (3.A) - " - -
Note: 20.0
For 0 to 190 stopes, Absorption Width is measured from the Bedequalty in both directions.
For slopes >1%, Absorption Width is measur-ed downhitl from the upslope edge of the Bed.
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
�
��,,,��._._.__.__.______
Joseph J Olson r-"�!� 810 05/10/11
,�.
(Designer) ;=' i (Signature) (License#) (Date)
OSTP Design Summary Worksheet UNIVERSITY �
Minnesota Pollution � .��
Control Agency OF MINNESOTA _. ,,.-�.,���
Property Owner/Client: 445 Brown Road South LLC.
site Address: 445 Brown Road South Lot 2 Site A 2
1. AVERAGE DESIGN FLOW:
A. Design F(ow: 375 Gallon5 Per Ddy(GPD) Note: The estimated design jlow is considered a penk f(ow rote induding o safety
factor.For long[erm performance,the average daily jlow is recommended to be<
B. Septic Tank capacity: 2250 Gallons 6o%of this vatue.
�, Number of Septic Tanks or Compartments: � Effluent Screen&Alvrm? Y25
Type of Soil Treadnent ar�Dispersal Area Type of Dis6ibubon
Q Trcnches Q Bed Q Mpund Q Gravity Distrib�ion Q Reswre DishilwdorrLevd Q Pressure DishibutiorWnlevel
Q At-Grade Q Drip Disfibu0on
System Type
�Type I ❑Type II �Type III ❑Type N ❑Type V
2. SITE EVALUATION:
A. Depth to Limiting Layer: 16 inches 1.3 ft
B. Meawred Percent tand Slope: 12.0 % 0.0
C. Soil Texture: LOdm Percolation Rate: �Minutes per Inch
D. Soil Hydraulic Loading Rate: 0.60 GPD/ftZ E.Contour Loading Rate 12 Gat/ft
3. DESIGN SUMAAARY
Trench Design Summary
Absorption Area �ftz Sidewall Depth �in Trench Width �in
Total Lineal Feet �ft Number of Trenches � Maximum Trench Depth �i�
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 312.5 ft2 Bed Length 82 ft Bed Width �p,p ft
Absorption Width yp,p ft Clean Sand Lift �,7 ft
Upslope Berm Width 9,9 ft Downslope Berm�dth �p,p ft Endslope Berm Width �q,g ft
Total System Length g� ft Total System Width 3p ft
At-Grade Design Summary
Absorption Bed Width �ft Absorption Bed Length �ft System Height �ft
Absorption Bed Area �ftz Upsiope Berm Width �ft Downslope Berm Width �ft
Endslope Berm Width �ft System Length �ft System Width C�ft
OSTP Design Summary Worksheet UNNERSITY -� ,��,:
Minnesota Pollution OF MINNESOTA
Control Agency __ _-���ti
Pressure Distribution Summary
No.of Perforated Laterals � Perforation Spacing ��ft Perforation Diameter ����
Ftow Rate �GPM Supply Pipe Diameter��in Total Head C�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� gpd X ��mg/L X 8.35:1,000,000= C�lbs BOD/day
Calcutate System Organic Loading: lbs. BOD/day :Bottom Area =lbs/day/ftZ
C�tbs/daY'` �ft2= C�tbs/day/ftZ
Comments/Special Design Considerations:
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and taws.
Joseph J Olson .`'� _ __ .___ �_ � _ __ 810 05/10/11
(Designer) (Signature) (License�#) (Date)
OSTP Mound Design UNIVERSITY �'�'>
�
Minnesota Pollution Worksheet OF MINNESOTA _�„���
Control Agency _
1• SYSTEM SIZING:
A. Design Flow(Design Summary fA): 375 GPD TaDle i
MOUND CONTOUR LOADING RATES:
B. Soi(Loading Rate (Design Sum.2D): 0.60 GPD/ft2 , contaur
M,eawred Texture-derived
Pnrc Rato oR niound absorption ratio Loading
C. Depth to Limiting Condition: 1.3 ft . �cA:
D. Percent L.and Slope (Design Sum. 26): 12.0 % =So���p� 1 A. 7.3. 2.0.2.J.2.6 c t 2
E. Design Medio Loading Rate: 1.2 GPD/ft2 61-120 mpi oF 5.0 _�z
F. Mound Absorption Ratio: 2.O - 120 mpi' >s.u• -h�
G. Design Contour Looding Rate: 12 GPD/ft •Systems with these values are not Type I systems.
(From Design Summary 2E-same as Linear Loading Rate) Contour Loading Rate is a recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Disperso!Bed Areo:Design F(ow (1.A):Design Medio Loading Rote (1.E)=ftZ
If a targer dispersal media 375 GPD: 1.2 GPD/ft2 = 312.5 ftZ
area is desired, enter size: 320 ftZ
B. Catculate Dispersal Bed Width:Contour Loading Rote (1.G):Design Media Loading Rate (1.E)=Bed�dth
12 ft :- 1.2 gpd/ftZ = 10.0
C. Calculate Dispersa!Bed Length: Dispersat Bed Areo (2.A)=Bed Width (2.6)=Bed Length
320.0 ftZ : 10.0 ft = 32.0 ft
D. Select Dispersn!Media:
3• ABSORPTION AREA SIZING
Note:Mound setbacks ore measured from the Absorption Area.
A. Calculate Absorption Width:Bed Width (2.6)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.
Catculate Absorption Width Beyond the Bed:Absorption Width (3.A)-Bed Width (2.6)=2= �dth 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 ups(ope edge of the Bed.
Calculate Downslope 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,Material issues
4• MOUND SIZiNG
A. Calculate C(ean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Clean Sond Lift (1 ft minimum)
3.0 ft - 1.3 ft = 1.7 ft
B. Calculate Upslope Height: C(enn Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Ups(ope Height
1.7 ft + 1.0 ft + 1.0 ft= 3.7 ft
D�34:SIODe Mukielirr 7aGk
land Slopr% 0 I 2 � 3 4 5 6 7 B 9 10 11 t2 13 14 IS 16 17 I8 79 20 2I 22 2; 24 25
l�pSlOpe i:l :.uG 2.'vl 2.831i.75 i.58 2.21 Z.54 2.d8 2.-72 2.?5 2.31 2.25 2.Z1 2.t7 �.53 2.�9 :.06 2.03 2.D0 1.57 7.55 1.53 1.91 1.E9 1.87 i.Ei
B?rni Ra:io a:t �.00 i.65 3.70 3.57 3.a5 3.33 313 3.i2 3.03 2.9.t 2.86 2.78 i.70 2.52 2.55 2.d8 2.�i 2.35 2.29 113 2.�8 1.13 2.08 2.03 i.98 i.93
land Siope:� 0 1 2 3 4 5 6 7 8 9 10 11 12 i3 14 IS 16 17 18 19 20 2� 21 2; "[4 15
Do�;;nslope 3:i 3.00 ?.03 3.i5 >.;.��;.�i ;.5? ;.55 >.Fr, ;.,5 a.tt a29 q..�S .�.65 �.95 S.i� 5,i5�5.89 6.2a 6.53 ?.D: 1.a? 7.5; 9.a2 8.�i 9.a6 i0.02
6PI"�l Rdi�n .1:f :.P s.t7 1,35 J.S.! 5.76 S.uO 5.25 5.55 5.8d F.iS 5.67 7.iJ 7.69 8.25 8.92 9.57 iQ2a 10.9J t1.57 I2.12 73.151 13.99 tJ.82 i5.67 16.51 17.J4
�. Select Upslope Berm Multiplier
(based on land slope): 2•70 (figure D-34)
D. Catculate Upstope Berm Width:Multiplier (4.C)X Ups(ope Mound Height (4.6)=Upslope Be�m Width
2.70 ft x 3.7 ft = 9.9 ft
E. Calculate Drop in E(evation Under Bed:Bed�dth (2.6) X Lond S(ope (1.D) :-100=Drop (ft)
10.0 ft X 12.00 % : 100= 1.20 ft
F. Calculate Downslope Mound Height: Upslope Height (4.6)+Drop in Elevation (4.E)=Downs(ope Height
3.7 ft + 1.20 ft = 4.9 ft
� Select Downs(ope Berm Multip(ier
(based on land slope): 4.96 (figure D-34)
H. Calculate Downslope Berm�dth:Merltip(ier (4.G)X Downslope Height (4.F)=Downslope Berm Width
4.96 x 4.9 ft = 10.0 ft
I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.6 or 3.C)+4 ft. =ft
10.0 ft +� ft = 10.0 ft
J. Design Downslope Berm =greater of 4H and 41: 10.0 ft
K. Select Endslope Berm Multiptier: 3.00 (usualty 3.0 or 4.0)
L. Calcutate Ends(ope Berm (4.K)X Downslope Mound Height (4.F)=Endslope Berm Width
3.00 ft x 4.9 ft = 14.6 ft
M. Calculate Mound Width: Ups(ope Berm Width(4.D)+Bed�dth (2.6)+powns(ope Berm Width (4.J)=ft
9.9 ft + 10.0 ft + 10.0 ft = 29.9 ft
N. Calculate Mound Length: Endslope Berm Width (4.L)+Bed Length (2.C}+Endslope Berm Width (4.L)=ft
14.6 ft + 32.0 ft + 14.6 ft = 61.2 ft
5. MOUND DIMENSIONS GREATER THAN 1°6 SLOPE
� --------- - —--------
� Upslope (4.D) 9.9
N .� �.
�
� ,
i i
� �
i i
� Endsto e ��.�), Dispersal Eed: (2.B x 2.C) ..a Endslo e {4.L),
�n �
� ���6 32.0 x 10.0 r '14.6
� � ,
� ' � '
� ,
� , v ,
� � �
� �
o ' '
�
� Downstope (4.J) �o.o
� �---—------------------------------- —--------
Total Mound Len th (4.N) 6�-2
4" inspection pipe
18" cover on top
U slo e berm (4.D) Downslo e berm (4.J 10.0
9.9
12" cover on sides
(6" topsoil)
1.7 Ctean sand tifC (4.A)
- 1.3 � G��pt�� [�. � � �in!:. ?.':��,
--
� r, , _ _ _-_ _ _
_ _ _ -- - - - .._ __
Absor tion Width (3.A) - -
Note: 20.0
For 0 to 1% stopes, Absorption Width is measured frorn the Bedequalty in both directions.
For slo�es >1R�, 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.
,��
;; f,,,.,�
Joseph J Olson �'`�� 810 05/10f11
.�
(Designer) ? � (Signature) (License#) (Date)
Minnesota Pollution 4STP Desi�n Summary Worksheet UNIVERSITY »�, � b
Control Agency OF MINNESOTA �^ ,�,�4;
Property Owner/Ctient: 445 Brown Road South LLC.
Site address: 445 Brown Road South Lot 2 Site B 1
1. AVERAGE DESIGN FLOW:
A. Design Flow: 375 Gallons Per Ddy(GPD) Note: The estimoted design jlow is considered o peak f(ow rate indud►ng o sofety
Joctor.For(ong term performance,the averoge daily flow ts recommended to be<
8. Septic Tank capacity: 2250 Gallons 60%oj this value.
�, Number of Septic Tanks or Compartments: � Eff(uent Screen&Alarm? Y@5
Type of Soil Tr�tment and Dispersal Area Type of Distritwtion
Q Trcrxhes Q Bed Q Mound Q Gravity Distributan Q Ressure Distrilwtlon-i.evel QQ Pressure DistributiomUnlevel
Q At-G�ade Q prip Distribution
System Type
C Type I ❑Type II ❑Type III ❑Type IV ❑Type V
2. SITE EVALUATION:
A. Depth to Limiting Layer: 20 inches 1.7 ft
B. Measured Percent Land Slope: 12.0 % 0.0
C. Soil Texture: LOdm � Percolation Rate: �Minutes per Inch
D. Soit Hydraulic Loading Rate: 0.60 GPD/ftZ E.Contour Loading Rate 12 Gal/ft
3. DESIGN SUMMARY
Trench Design Summary
Absorption Area �ft2 Sidewatl Depth �in Trench Width �in
Total Lineat Feet �ft Number of Trenches � Maximum Trench Depth �in
Bed Design Summary
Absorption Area �ftz Media Betow Pipe �in Bed Length �ft
Bed Width �ft Maximum Trench Depth �in
Mound Design Summary
Absorption Area g�2,5 � Bed Length 32 ft Bed Width 10.0 ft
Absorption Width 20,p ft Ctean Sand Lift 1,3 ft
Upslope Berm Width 9,0 ft Downslope Berm Width 22,5 ft Endslope Berm Width 13,B ft
Total System Length 59 ft Total System Width ¢� ft
At-Grade Design Summary
Absorption Bed Width �ft Absorption Bed Length �ft System Height �ft
Absorption Bed Area �ft2 Upsiope Berm Width �ft Downslope Berm Width �ft
Endslope Bertn Width �ft System Length �ft System Width �ft
OSTP Design Summary Worksheet UNIVERSITY ?.���'�
Minnesota Pollution � r �•-
ControlAgency OFMINNESOTA _ �,�,`�;
Pressure Distribution Summary
No.of Perforated Laterals � Perforation Spacing �ft Perforation Diameter �in
Flow Rate �GPM Supply Pipe Diameter C�in Total Head �ft
4. ORGANIC LOADING(if pretreatment is being used)
Organic Loading to Pre-Treatment Unit =Design F(ow X Estimated BOD in mglL in the effluent X 8.35=1,000,000
� gpd X �mg/l X 8.35=1,�,�_ ��lbs BOD/day
Calculate System Organic Loading: (6s. BOD/day :Bottom Area =lbs/day/ft2
��lbs/day= C�ftZ= �lbs/day/ft2
Comments/Special Design Considerations:
I hereby certify that I have completed this work in,�ccordance with alt applicable ordinances, rutes and taws.
Joseph J Olson '"� 810 05/10/11
/!'
(Designer) (Signature) (License#) (Date)
OSTP Mound Design [JNIVERSITY
Minnesota Poilution W��-k����t OF MINNESOTA � � �
Control Agency `"��
1• SYSTEM SIZING:
A. Design F(ow(Design Summary tA): 375 GPD Table 1
IdOUND CONTVUF LOAD�NG�ATES:
B. Soi!LOading Rate (Design Sum.2D): 0.60 GPD/ftZ �,»surad ' ToxturQ-derived Contour
Parc Rato �R mound atrso�ption ratio Loading
C. Depth to Limiting Condition: 1.7 ft . �LQ�
D. Percent Lnnd Slope (Desiqn Sum. 28): 12.0 % '=SQrnpi I.0, i.3.2.0. 2.J, 2.6 _72
E. Design Media Loadinq Rate: 1.2 GPD/ft2 5i-t20 mpi �R s.o _,z
F. Mound Absorption Ratio: 2.0 � izo n,;,;• -s.o• _s�
G. Design Contour Loading Rate: 12 GPD/ft •Systems with these vatues are not Type I systems.
(From Design Summary 2E-same as Linear Loading Rate) Contour Loading Rate is a recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersa(Bed Area:Design F(ow (1.A)=Design Media Loading Rote (1.E)=ftZ
If a larger dispersat media 375 GPD: 1.2 GPD/ftZ = 312.5 ftZ
area is desired,enter size: 320 ft2
B. Calculate Dispersal Bed Width:Contour Looding Rate (1.G)=Design Media Loading Rate (1.E)=Bed Width
12 ft : 1.2 gpd/ftz = 10.0
C. Calculate Dispersa(Bed Length: Dispersal Bed Area (2.A)=Bed Width (2.6)=Bed Length
320.0 ft2 = 10.0 ft = 32.0 ft
D. Select Dispersol Media:
3. ABSORPTION AREA SIZING
Note:Mound setbacks ore measured from the Absorption Area.
A. Calculate Absorption Width:Bed Width (2.6)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�dth (3.A)-Bed Width (2.6)-*2= �dth beyond Bed
( N/A ft - N/A ft) :- N/A = N/A ft
C. For slopes>1%,the Absorption�dth is measured downhill from the upslope edge of the Bed.
Calculate Downstope 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,Materia!issues
4• MOUND SIZING
A. Calcutate Clean Sond Lift: 3 feet minus Depth to Limiting Condition (1.C)=Cfean Sand Lift (1 ft minimum)
3.0 ft - 1.7 ft = 1.3 ft
B. Calculate Upslope Height: Cleon Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Neight
1.3 ft + 1.0 ft + 1.0 ft= 3.3 ft
f.3-0:Siopr,uut!i,lier TaGlr
land Slope% 0 1 2 � 3 4 5 6 7 8 4 10 it !2 13 14 IS i6 �7 tA 14 20 21 12 23 24 15
��pSIOpP 3:1 :.00 ::91 2.d3�2.75 2.68 2.51 Z.5> 2.-k3 2.ai 2.35 2.31 L26 2.21 Z t7 2.�3 1.C5i 2.U6 2.Oi.2.00 1.57 I.ii 1.Y3 t.S; J 1.89 1.87 t.ES I
! Eeim Ra;�n �:I 1.04 's.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 Z.91 2.86 2J8 2.70 2.62 i.55 2.48 2.a� 2.35 2.2� 2.23 2.i8 2J3 2.08 2.03 1.98 i.53�
Land Slope°b 0 I 2 3 4 S 6 7 8 9 10 it i2 13 14 15 16 17 18 i9 20 21 22 23 24 �5
C�o�:;nsiope 3:1 ,.th: :.Oi ..ti i.i0!i.�l ;.5' :.55 3.80 3.S> 4.11 J.29 �4.Jfi ».�y :.45 i.i-t 5.55 5.88 6.2-I 6.6i ?.0� 7.a7 7.53 B.a2 8.93 9.a5 t0::2
B�mt RaC;o 11 �.i�. :.:? �.35 �.Sa 1.7h S.CU S.i6 5.55 5.86 6.25 E.57 7.ta 7.h9 B.i9 S.91 9.57 10.2a tO.S� 71.61 t2.�i2 !3.�9 t3.S9 ta.82 15.67 7b.5� i7..0
� Select Ups(ope Berm Multiplier
(based on land slope): 2.70 (figure D-34)
D. Calculate Upslope Berm�dth:Multiptier (4.C)X Upslope Mound Height (4.6)=Upslope 8erm Width
2.70 ft x 3.3 ft = 9.0 ft
E. Catculate Drop in E(evotion Under Bed:Bed Width (2.6) X Land S(ope (1.D):100=Drop (ft)
10.0 ft X 12.00 % = 100= 1.20 ft
F. Calculate Downslope Mound Height: Upslope Height (4.B}+Drop in Elevotion (4.E)=Downslope Height
3.3 ft + 1.20 ft = 4.5 ft
Select Downslope Berm Multiptier
G' (based on land slope): 4.96 (figure D-34)
H. Calculate Downsfope Berm Width:Mu(tiplier (4.G)X Downsfope Height (4.F)=Downslope Berm Width
4.96 x 4.5 ft = 22.5 ft
i. Catculate Minimum Berm to Cover Absorption Areo:Downslope A6sorption�dth (3.6 or 3.C)+4 ft. =ft
10.0 ft +� ft = 14.0 ft
J. Design Downslope Berm =greater of 4H and 41: 22.5 ft
K. Select Ends(ope Berm Muttiplier: 3.00 (usually 3.0 or 4.0)
L. Catculate Endslope Berm (4.K)X Downslope Mound Height (4.F)=Endstope Berm Width
3.00 ft x 4.5 ft = 13.6 ft
M.Calcutate Mound Width: Upslope Berm Width(4.D)+Bed�dth (2.B)+Downs(ope Berm�dth (4.J)=ft
9.0 ft + 10.0 ft + 22.5 ft = 41.5 ft
N. Calculate Mound Length: Ends(ope Berm Wrdth (4.L)+Bed Length (2.C)+Ends(ope Berm�dth (4.L)=ft
13.� ft + 32.0 ft + 13.6 ft = 59.2 ft
5. MOUND DIMENSIONS GREATER THAN 1%SLOPE
� ----------- - --------_
� Upslope (4.D) 9.0
�r ,
�
, ��,
� ',
�
�
� ,
� Endsto e (�.�) Dispersal Bed: (2.E x 2.C) -o Endslo e (4.L),
� �
� ���6 32.0 X 10.0 � 13.6
�
-� � � �
� � � �
� ,
-� , V ,
C � �
� � i
O '
� �
� , Downslope (4.J) 22.5
� � ------------------------------------ —-------
Total Mound Lenoth (4.N) �9•2
4" inspection pipe
18" cover on top
Upstope berm (4.D) Downslo e berm (4.J) 22•5
9.0
12"cover on sides
�
(6" topsoil)
j 1.3 Clean sand lift (4.A)
. ,�
1. � �E � � �� "�, �� ! < < i.�Uf
D_ ��1, l-� �_3,i n�,
; ,, ;, ,: , ; r_. __ _
, _ _.
_ .. _
_..
Absor tion Width (3.A) _
Note: 20.0
For 0 to 1% stopes, A6sorption Width is measured from the 8edequalty in both directions.
For stopes >19�, Absorption Width is measured downhil( fr-om the upslope edge of the Bed.
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
:� __ _
Joseph J Olson .r 810 05/10/11
j::
(Designer) (Signature) (License#) (Date)
OSTP Design Summary Worksheet UNIVERSITY ,� fr
Minnesota Pollution OF MINNESOTA
Control Agency - �•��i;
Property Ow�er/Ctient: 445 Brown Road South LLC.
Site Address: 445 Brown Road South Lot 2 Site B 2
1. AVERAGE DESIGN FLOW:
A. Design Ftow: 375 GdllOns Pe�Ddy(GPD) Note: The estimated design jlow is considered a peak/(ow rote including a mfety
factor.For long term pe�formance,the average doily flow is recommended to be<
B. Septic Tank capacity: 2250 Gallons 6o%oJ chls vo(ue.
�, Number of Septic Tanks or Compartments: � Effluent Screen&Alarm? Y25
Type of Soil T2atment and Dispersal Ar� Type of Distribueon
Q Trenches Q Bed QQ Mound Q Gmvity Distribution 0 Pressurc Distribubon-Level QQ Pressure Distribution-Unievel
Q At{,rade Q prip Distritxrtion
System Type
[�f Type I [Type II ❑Type III ❑Type IV C Type V
2. SITE EVALUATION:
A. Depth to Limiting Layer: 26 inches 2.2 ft
B. Measured Percent Land S(ope: 12.0 % 0,0
C. Soil Texture: LOdm Percolation Rate: �Minutes per Inch
D. Soit Hydraulic Loading Rate: 0.60 GPD/ft2 E. Contour Loading Rate 12 Gal/ft
3. DESIGN SUAAMARY
Trench Design Summary
Absorption Area �ft2 Sidewatl Depth �in Trench Width �in
Total Lineal Feet �ft Number of Trenches C� 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 812,5 � Bed Length $2 ft Bed Width 10.0 ft
Absorption Width 20,0 ft Ciean Sand Lift 1.0 �
Upslope Berm Width 10.7 ft Oownslope Berm Width 10.0 ft Endslope Berm Width 12,6 ft
Total System Length 57 ft Total System Width 31 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
L�J
Endslope Berm Width �ft System Length �ft System Width �ft
OSTP Design Summary Worksheet UNIVERSITY
Minnesota Poliution OF MINNESOTA � �^
Control Agency ���_-
Pressure Distribution Summary
No.of Perforated Laterals � Perforation Spacing �ft Perforation Diameter �in
Ftow Rate �GPM Supply Pipe Diameter� lin Total Head Qft
u
4. ORGANIC LOADING(if pretreatment is being used)
Orqanic Loading to Pre-Treatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000
� �� X ��mg/L X 8.35:1,000,000= �lbs BOD/day
Catculate System Organic Loading: lbs. BOD/day :Bottom Area =tbs/day/ftZ
�lbs/day= �ftZ= Qlbs/day/ftZ
Comments/Special Design Considerations:
I hereby certify that I have completed this work in aS�ordaace witfi atl applicable ordinances, rules and laws.
,- r'.
Joseph J Olson 810 05/10/11
�`,•
(Designer) '� (Signature) (License#) (Date)
v' �
OSTP Mound Design UNIVERSITY > -
Minnesota Pollution Worksheet OF MINNESOTA ;'. ���:
Control Agency
1• SYSTEM SIZING:
A. Design F(ow(Design Summary lA): 375 GPD Table I
h10UND CONTOUR LOADING RATES:
B. SOi!LOadin�R�te (Design Sum.2D): �.f10 GPD/ft2 �.:.o3surc�d ' To;Ktiira-d2riv9d Contour
�orc Rate U� mound absorption ratir, Loading
C. Depth to Limit9ng Condition: 2.2 ft . Rate:
D. Percent Land Slope (Design Sum.28): 12.0 % �bOmpi �.o. i.3, z.a z.-�. z.h -i2
E. Design Media Loading Rote: 1.2 GPD/ftZ 51-t20 mpi oR s.o :iz
F. Mound Absorption Ratio: 2.0 _ �10��,o�' �s.c -e•
G. Design Contour Loading Rate: 12 GPD/ft •Systems with these values are not Type I systems.
(From Design Summary 2E-same ds Linear Loading Rate) Contour Loading Rate is a recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Requfred Disperwl Bed Area:Design Flow (1.A):Design Media loading Rate (1.E)=ftZ
If a larger dispersal media 375 GPD= 1.2 GPD/ft2 = 312.5 ft2
area is desired, enter size: 320 ftZ
B. Calculate Dispersal Bed Width: Contour Loading Rate (1.G)=Design Media Loading Rate (1.E)=Bed Width
12 ft : 1.2 gpd/ft2 = 10.0
C. Calculate Dispersa!Bed Lenqth: DispersQ[Bed Area (2.A)=Bed Width (2.6)=Bed Length
320.0 ft2 : 10.0 ft = 32.0 it
D. Setect Dispersa(Medio: �
3. ABSORPTION AREA SIZING
Note:Mound setbacks are measured from the Absorption Area.
A. Catculate Absorption Width:Bed Width (2.6)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 equalty 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 tt) : N/A = N/A ft
C. For slopes>1%,the Absorption Width is measured downhilt from the upslope edge of the Bed.
Calculate Downslope Absorption Width:Absorption Width (3.A}-Bed Width (2.B)=ft
20.0 ft - 10.0 ft = 10.0 ft
Comments:
el.,.,n !'1 D rl,.,;�n AA.,rnr;.,l ;ee,me
4• MOUND SIZING
A. Catculate Clean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Ctean Sand Lift (1 ft minimum)
3.0 ft - 2.2 ft = 1.0 ft
B. Calculate Upslope Height: Clean Sand Lift (4.A)+mediQ depth (1 ft.)+cover (1 ft.)=Upslope Height
1.0 ft + 1.0 ft + 1.0 ft= 3.0 ft
6•34:51ope Atuttio��er TaG1r
L�Rd SIOp!�,'� 0 F 2 3 G 5 6 7 8 4 10 il t2 i3 I4 t5 16 I7 t8 !9 20 21 22 21 2< 25
IlaSlnpp 3:1 ;.il�; L41�Z.d.'.2.75 L58 Z.51 2.5: 2.J3 La1 2.36 Z 31 L?5 2.21 2.17 2.!3 Z.C4�LU5 2.03 i.U: 1.57 1.95 1.53 tAf 1.E5 i.Q7 1.Ei''
i e�101 RdUO �:1 :.C6 's.o5 3.7G 3.57 i.15 ;.33 3.21 3.12 3.03 2.9d 2.85 2.7B 2.70 2.62 2.55 2.J8 2.dt 2.35 Z.2Y 2.23 2.18 2.13 2.G$ 2.03 t.48 1.9i�
i L2nd$IOpe 5; 0 I 2 3 4 S b � 7 9 9 10 il 12 13 ta IS t6 f7 i8 19 20 2I 22 23 24 25 �
i �/�•::�ii�CD=� 3:1 3.1w ?.0y :.'S ��O�i��il ;.5_. :.45 :.€0 l.ii a.li 3.23 J.48 ;.h"v :.95�i.2-i 5.55 S.E3 61J 6.63 7.iN T.1? 7.53 8.J2 8.9's �3.16 1L�.::�,
� Eeriri Rda:i�;: �:1 4.00 .t.t? :.35 =5-� 4J6 5.00 5.?5 5.55 5.&; 6.�5 E.67 7.td 7.65 6.24 8.41 9.57 10.2a t0.9� it.67 12..2 t3.i9 t?.99 i1.E2 i5.67 tf•.S�t t7..ta
� Setect Upslope Berm Multiplier
(based on land slope): 3.57 (figure D-34)
D. Calculate Ups(ope Berm Width:Mu(tiplier (4.C)X Upsiope Mound Height (4.6)=Ups(ope Berm Width
3.57 ft x 3.0 ft = 10.7 ft
E. Calculate Drop in E(evation Under Bed:Bed Width (Z.B) X Land Slope (1.D): 100=Drop (ft)
10.0 ft x 12.00 % : i00= 1.20 ft
F. Calculate Downslope Mound Height: Ups(ope Height (4.B)+Drop in E(evation (4.E)=Downstope Height
3.0 �t + 1.20 ft = 4.2 ft
Select Downslope Berm Mu(tip(ier
�' (based on land slope): 4.96 (figure D-34)
H. Calculate Downslope Berm Width:Muttiplier (4.G)X Downslope Neight (4.F)=Downslope Berm Width
4.96 x 4.2 ft = 10.0 ft
I. Calculate Minimum Berm to Cover Absorption Area:Downs(ope Absorption Width (3.6 or 3.C)+4 ft. =ft
10.0 ft +� ft = 10.0 ft
J. Design Downslope Berm =greater of 4H and 41: 10.0 ft
K. Select Ends(ope Berm Muttiplier: 3.00 (usually 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 4.2 ft = 12.6 ft
M. Calculate Mound Width: Upstope Berm Width(4.D)+Bed Width (2.6)+Downs(ope Berm�dth (4.J)=ft
10.7 ft � 10.0 ft + 10.0 ft = 30.7 ft
N. Calcutate Mound Length: Endslope Berm�dth (4.L)+Bed Length (2.C)+Ends(ope Berm Width (4.L)=ft
12.6 ft + 32.0 ft + 12.6 ft = 57.2 ft
5. MOUND DIMENSIONS GREATER THAN 1%SLOPE
------- ---------------- �
^ , ----------- —-------_
o Upslope (4.D) �o.� �
M �f
�.
�
i �
�
i i i
� � i
i '
� Endsto e (4.L} Dispersal 8ed: (2.8 x 2.C) -a E�dsto e 14.L)
v ��•6 `� '12.b
� � 32.0 X 10.0 � '
� '
� � �
� � �
� �
-D � u ,
c � �
� � �
o � �
� `
�a Downstope (4.J) �o.o
� ��------------------------------------ —--------,
Total Mound Len th (4.N) 5�-2
4" inspection pipe
18" cover on top
Upslope berm (4.D) Downs(o e berm (4.J) 10.0
10.7
12" cover on sides
(6" topsoil)
1A Ctean sanci tift (4.�1)
� , . , : .
_ 2.2 ! (�E'j'C11 _._ Lii�'.ikl�l�� (� �}
„ _ _ r._.
r ,.. . ,
r, _ . __ _ .- - - -
_ __ _.
Absor Cion Width (3.A) _ _ _ _ . _ __.__ _
Note: 20.0
For 0 to 1% slopes, Absorption Width is measured from the Bedequatly in both directions.
For slopes >1%, Abso�ption Width is measured downhill from the upslope edoe of the Bed.
I hereby certify that I have completed this work in accordance with ali applicable ordinances,rules and laws.
,� ___ _
_.
_ .._
Joseph J Olson � 810 05/10/11
(Designer) � (Signature) (License#) (Date)
. ^`�`- �
J
OSTP Non-Levet Pressure Distribution
tTNIVERSITY �
Minnesota Pollution Design Worksheet OF MINNESOTA '1„
Control A enc ��\ ,
1. Enter soil treatment area(STA)length in order of the Highest Elevation to the lowest Elevation:
Laterdl 1 Pipe Elevation 946.3 ft Length of STA from manifold 32 ft Highest
Lateral 2 Pipe Elevation 943.0 ft Length of STA 32 ft
Lateral 3 Pipe Elevation �ft Length of STA �ft
Lateral 4 Pipe Elevation �ft Length of STA �2 ft
Lateral 5 Pipe Elevation �ft Length of STA Qft Lowest
2. Calculate Change in Elevation over the laterals
=Highest Elevation(Lateral 1)-Lowest Elevation(Last Late�at above) 946.3 ft _ 943.0 ft = 3•3 ft
3. Select Minimum Average Head: 1.0 ft
Use 1.0 ft for dwetlings using 1/4 inch or 3/16 inch holes.
Use 2.0 ft for dweltings using 1/8 inch holes;or,for MSTS or other estabtishments using 1/4 inch or 3/16 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 Totn!Head =Minimum Average Head (Line 3)+Change in Elevation (Line 2)
1.0 ft + 3.3 ft = 4.3 ft
5. Calwlate Pressure Heod for Each Latero(
A. Highest trench etevation(Pipe Elevation 1):Preswre Head equals Minimum Average Head (Line 3)
B.All other trenches:Preswre Head equals Minimum Averoge Head (Line 3)plus the Change in Elevation from Lateral 1.
Minimum Average Head t�evation or tievanon or Pressure Head
I ataral 1 I atPral
�at t 1.0 ft + [ 946.3 ft - 946.3 ft) = 1.0 ft
�at 2 1.0 ft + [ 946.3 ft - 943.0 ft] = 4.3 ft
Lat 3 �ft + [�ft -�ft] = Qft
Lat 4 �ft + (�ft -�ft] _ �ft
Lat 5 �ft + [�ft -�ft� _ �ft
6. Determine the Flow Rote per Hole � = 1 9 . 65 cd 2 �
Setect a Perforation Diameter and the corresponding gatlons per minute
from the Perforation Discharge tabte 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 7/32 = 0.56 GPM 0.2187:Highest
Lat 2 Pressure Head 4.3 ft Perforation Diameter 7/32 - 1.17 GPM 0.21875
Lat 3 Pressure Head � ft Pertoration Diameter� - � GPM FALSE
Lat 4 Pressure Head � ft Perforation Diameter� - � GPM FALSE
Lat 5 Pressure Head � ft Perforation Diameter� - � GPM FALSE Lowest
��j�F` :��
OSTP Non-Levet Pressure Distribution
LINIVERSITY `�-��-f �'
Minnesota Poliution ��'"�°�z
Control A enc Design Worksheet OF MINNESOTA v,�,\��
7. Calculate Flow in Gatlons Per Minute for Lateral 1
A. Select Perforation Spacing: 2.0 feet Perforation Discharge(GPM)
Perforation Diameter
B. Lenqth of Laterats =Length of STA(Line 1)-2 Feet Head(ft) , 3 , ,
�8 �t6 �32 �4
32 -2 ft= 30 1.0' 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 (7.8)by the 2.0° 0.26 0.59 0.80 �.04
Perforation Spacing(Line 10)and round down to the nearest whole number. 2.5 0.29 0.65 0.89 1.17
Check Table il to ensure the maximum number of perforations is not exceeded. 3.0 0.32 0.72 0.48 �.28
4.0 0.37 0.83 1.13 1.47
30 ft/ 2.0 ft= 15 Spaces 5.0 0.41 0.93 1.26 1.65
a:Use 1.0 for dwellings using 1/4 inch or 3/16 inch
D. Setect Type of Manifold Connection (End or Center): � End ❑ Center hd�
E, Number of Perforations=Num6er of Perforation 5/wces(Line t f)+ 1, b: Use 2.0 for dwetlings using 1/8 inch holes;or,for
oiher establishments using 1/4 inch or 3/16 inch
15 Spaces+1 = 16 hdes.
F. Flow Rate for Lateral i =Number of Perforations X Flow Rate Per Ho(e for Lateral 1 �' Use 5.0 for other establishmenu using 1/8 inch
perforations and media filters.
16 X 0.56 = 9.0 GPM for Lateral 1
8. Catcutate the Gallons Per Minute Per Foot for Lateral 1. This vatue will then be used to make
sure that the gallons per minute per foot is equivalent in each lateral
Galtons Per Length= Flow Rate for Lateral 1 divided by Length of Lateral 1
9.0 .- 30 = 0.30 GPM/Foot
Maximum Number of Perfaratior�s Per Laterat to Guarantez<1Q�;Discharge Variation
%�Inch P orabons 7r32 inch Fecfaratioru
Pipe Diameter linches) Perferation Spacing Pipe D�amrter(lnchesD
Perforation Spacong(Feet)
t 1S4 t:* 2 3 (.feett i tu tt: 2 3
2 10 13 18 30 60 2 11 16 21 34 GS
2t: 8 12 15 1E 54 2U: iQ 14 "t0 32 64
3 8 12 16 25 52 3 9 !4 19 30 60
3;16 lnch Perioratiorrs t�8 I�ch Perforations
Pipe Diameter(inches) Perforation Specing Pipe Diameter(inchesi
Perfaration Spacmg IFeetl , ���t� � �ua
1 15�: tt: 2 3 tt: 2 3
2 12 1$ 26 �6 67 2 2t 33 44 74 149
2i: 12 17 24 40 80 2�: ZO 3Q 4� 6� 135
� 12 i6 22 37 75 3 20 29 38 6� 128
9. Balance flows for other lateral lengths,spacing, and size.
If you end up with targe 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 Gattons Per Minute Per Foot(Line 8)
30 ft X 0.30 GPM/ft= 9.0 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.
9.0 - 1.17 = �8 Perforations Select Type of Manifold Connection(End or Center):
Spacing=(Length of Lateral)/(Number of Perforations-1) � E� � �"�
( 30 ) _ ( �8 Perforations-1) = 4.5 ft
. S � L_ �
OSTP Non-Level Pressure Distribution UNIVERSITY ` �' �,���`
Minnesota Polluiion `�" `'�'�-;'
Design Worksheet OF MINNESOTA �,,,���
Control A enc �
Laterat 3 GPM=Length of Lateral X Gatlons Per Minute Per Foot(Line 8)
�O ft X 0.30 GPM/Ft= O.O GPM
Number of Perforations=GPM/Ftow Rate for Laterat 2(line 6.3) Check Table to ensure the maximum number of perforations is not
exceeded.
0.0 - Q = #VALUE! Perforations Select Type of Manifold Connection (End or Center):
Spacing=(Length of lateral)/(Number of Perforations-1) ❑ E"d ❑ Cente`
(� ) - ( #### Perforations-1) _ ####ft
Lateral 4 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8)
� ft X 0.30 GPM/Ft= O.O GPM
Number of Peeforations=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 Lateral)/(Number of Perforations-1) ❑ E"d � cer'te`
(� ) � ( #### Perforations-1) _ ####ft
Lateral 5 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8)
�O ft X 0.30 GPM/Ft= O.Q 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 Setect Type of Manifold Connection (End or Center):
Spacing= (Length of Lateral)/(Number of Perforations-1) ❑ E� ❑ cen�er
(�0� 1 � ( #### Perforations-1) _ ####ft
10. Calcutate Total GPM for system-the total GPM need from the pump.
Lateral 1 Flow + Lateral 2 Flow + Laterat 3 Flow + Lateral 4 Flow + Lateral 5 Flow = Total Flow�+,I fl.I x 3_Sy.3
0 C� 0 0 0 = �� �-�rA
9.0 + 9.0 + 0.0 + 0.0 + 0.0 18.1
11. Summary
Enter the minimum pipe size that altows for even distribution and the volume of liquid in the pipe from Volume of Liquid in
the table. �Pe
Total Volume Pipe Liquid
Pipe Volume Pipe Length to Fitl Pipe Perforation Diameter Per Foot
Pipe Size(in) (gal/ft) (ft) (gal) Size (in) Spacing(ft) (inches) (Gallons)
�aterall 1.5 0.110 30 3.3 7/32 2.0 Highest 1 0.045
�aterat 2 1.5 0.110 30 3.3 7/32 4.5 1.25 0.078
Laterat 3 0 #VALUE! 1.5 0.110
2 0.170
�aterat 4 0 #VALUE! 3 0.380
Lateral5 0 #VALUE! Lowest 4 0.661
Total Volume of Distribution Piping= 6.6 ;/ f = � 1?
Min.Detivered Dose Volume=Five X the Total Votume of Piping= 33.0 ,J i M �9 ,U
�
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
:•'� �.... _.-
Joseph J Olson �� 810 05/10l11
(Designer) �-'' ` (Signature) (License#) (Date)
m�s' '?
OSTP Non-Level Pressure Distribution UNIVERSITY '
� `
Minnesota Pollution Desi�n Worksheet OF MINNESOTA • �~
Control A enc ��\_y
1. Enter soil treatment area(STA)tength in order of the Highest Elevation to the Lowest Etevation:
Lateral 1 Pipe Elevation 950.6 ft Length of STA from manifold 32 ft Highest
Lateral 2 Pipe Elevation 948.4 ft Length of STA 32 ft
Lateral 3 Pipe Elevation �ft Length of STA �ft
Laterat 4 Pipe Elevation �ft Length of STA �ft
Lateral 5 Pipe Elevation �ft Length of STA �ft Lowest
2. Catculate Change in E(evation over the laterals
=Highest Etevation(Laterat 1)-Lowest Elevation (Last Laterat above) 950.6 ft _ 948.4 ft = 2•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 dwetlings using 1/8 inch hotes;or,for MSTS or other establishments using 1/4 inch or 3/16 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
equatize ftow.
4. Calcutate the Tota!Head =Minimum Average Head (Line 3)+Change in E(evation (Line 2)
1.0 ft + 2,2 ft = 3.2 ft
5. Calculate Preswre Head for Eoch Latera(
A. Highest trench etevation(Pipe Elevation 1):Preswre Head equals Minimum Avera�e Head (Line 3)
B.All other trenches:Pressure Head equals Minimum Average Heod (Line 3)plus the Change in Elevation from Lateral 1.
Minimum Average Head tieva[ion or tievation or Pressure Head
I atPral 1 I ataral
l.at 1 1.0 ft + [ 950.6 ft - 950.6 ft] = 1.0 ft
�at 2 1.0 ft + ( 950.6 ft - 948.4 ft] = 3.2 ft
Lat 3 �ft + [�ft -�ftl = �ft
Lat 4 �ft + [�ft -�ftl = �ft
Lat 5 �ft + [�ft -�ftl = �ft
6. Determine the Flow Rate per Ho(e � = 1 9 . 65 cd 2 �
Select a Perforation Diameter and the corresponding gallons per minute
from the Perforation Discharge table betow,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 7/32 = 0.56 GPM 0.2187!Highest
Lat 2 Pressure Head 3.2 ft Perforation Diameter 7/32 - 1.01 GPM 0,21875
Lat 3 Pressure Head � ft Pertoration Diameter� - � GPM FALSE
Lat 4 Pressure Head � ft Perforation Diameter� � � GPM FALSE
Lat 5 Pressure Head � ft Perforation Diameter� - � GPM FALSE Lowest
. �`i !7
�; �
OSTP Non-Level Pressure Distribution
UNIVERSITY
Minnesota Poliutio� Design Worksheet OF MINNESOTA '`
Controi A enc �����
7. Calculate Ftow in Gatlons Per Minute for Lateral 1
A. Select Perforation Spncing: 2.0 feet
Perforation Discharge(GPM)
Perforation Diameter
B. Length of Laterals =Length of STA(Line 1)-2 Feet Head(ft) ,�e =�,6 '�,: 'ia
32 -2 ft= 30 �,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 (7.6)by the 2.ob o.26 0.59 o.so �.oa
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 1.28
4.0 0.37 0.83 1.13 1.47
30 fti 2.0 ft= 15 Spaces s.o o.a� 0.93 �.2e 1.65
D. Select T a: Use 1.0 for dwetlings using 1!4 inch or 3/16 inch
ype of Manifold Connection (End or Center): � End ❑ Center hdes.
E. Number of Perforations=Number of Perforntion Spaces(Line 11)+ 1, b: Use 2.0 for dwellings using 1/8 inch holes;or,for
other establishments using 1/4 inch or 3/16 inch
15 Spaces+1 = 16 hdes.
F. Flow Rate for Laterai 1 =Number of Perforations X Flow Rate Per Hofe for Lateraf t �' Use 5.0 for other establishments using 1/8 inch
perforations and media filters_
16 X 0.56 = 9.0 GPM for Lateral 1
8. Calcutate the Galtons Per Minute Per Foot for Laterat 1. This vatue wi(l then be used to make
sure that the gatlons per minute per foot is equivalent in each lateral
Gatlons Per Length= Flow Rate for Lateral 1 divided by Length of Laterat 1
9.0 .- 30 = 0.30 GPM/Foot
M.auimum Number o4 Perforatioru Per Lateral to Guaraniee<:10�+b[hscharge Variat�o�
'%.inc Pc4toraha�s 7�`32 1�ch Perfcrations
Pipe Diameter(Inches) Perforation Spacing PiQe D+ameter(inches)
Perfortwn Spacmg fFeet)
1 iY 1:� 2 3 (FeeYl t f�,5 1�: 2 3
2 14 13 18 30 6Q 2 1i 16 21 34 68
zt� 8 12 16 28 54 2%: 10 14 ZO 32 b4
3 8 12 15 25 52 3 9 !4 14 30 60
3-'16 lnch Perora:i�ns i!8 inch PerEorat�ns
Re±-feracion Spacing IFeet) �Pe Diameter tinches) Perforation Spacing Pipe Dia.meter(inthes}
t 1Y. ti'; 2 3 tFc-etl t tY.• 1ti. 3 3
2 12 18 25 46 87 2 2! 33 4� 74 149
21= 12 17 24 � 8Q 2�� 2Q 30 4t 6F 135
3 12 16 22 37 75 3 20 29 38 64 128
9. Balance ftows for other tateral 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 Laferat X Galtons Per Minute Per Foot(Line 8)
30 ft X 0.30 GPM/ft= 9.0 GPM
Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.2) Check Table to ensure the ma�cimum number of perforations is not
exceeded.
9.0 .- 1.01 = �9 Perforations Setect Type of Manifotd Connection(End or Center):
Spacing= (Length of Lateral)/(Number of Perforations-1) � E� ❑ Cen�r
( 30 ) _ ( � Perforations-1) = 3.8 ft
.;s -.
OSTP Non-Level Pressure Distribution -
UNIVERSITY -�.�:
Minnesota Pollution Design Worksheet OF MINNESOTA � }�
Control A enc t-`!\`'-
Lateral 3 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8)
�� ft X 0.30 GPM/Ft= O.O GPM
Number of Perforations=GPM/Ftow Rate for Lateral 2(Line b.3) Check Table to ensure the maximum number of perforations is not
exceeded.
0.0 .- Q = #VALUE! Perforations Select Type of Manifold Connection(End or Center):
Spacing=(Length of Lateral)/(Number of Perforations-1) ❑ E"d ❑ ce"ter
(� ) _ ( #### Perforations-1) _ ####ft
Lateral 4 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8)
� ft X 0.30 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 Manifotd Connection (End or Center):
Spacing=(Length of Lateral)/(Number of Perforations-1) ❑ E"d ❑ cen°e`
(� ) = l #### Perforations-1) _ #### ft
Lateral 5 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8)
�O ft X 0.30 GPM/Ft= O.O GPM
Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.5) Check Tabte 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)/(Numberof Perforations-1) ❑ E"d ❑ cenre`
(� ) � ( #### Perforations-1) _ ####ft
10. Catcutate Total GPM for system-the total GPM need from the pump.
Lateral 1 Flow + Lateral 2 Flow + Lateral 3 Flow + Lateral 4 Flow + Lateral 5 Flow = Total Ftow '�`•�k 3 a rt`'�%
'v ft n,,
9.0 + 9.0 + 0.0 + 0.0 + 0.0 - 18.1 GPM
11. Summary
Enter the minimum pipe size that allows for even distribution and the votume of liquid in the pipe from Volume of Liquid in
the tabte. �Pe
Totat Volume �pe Liquid
Pipe Volume Pipe Length to Fill Pipe Perforation Diameter Per Foot
Pipe Size(in) (gat/ft) (ft) (gal) Size(in) Spacing(ft) (inches) (Galions)
�aterat 1 1.5 0.110 30 3.3 7/32 2.0 Highest 1 0.045
�aterat 2 1.5 0.110 30 3.3 7/32 3.8 1.25 0.078
Lateral3 0 #VALUE! �•5 0.110
2 0.170
�ateral4 0 #VALUE! 3 0.380
Lateral5 0 #VALUE! Lowest 4 0.661
Total Volume of Distribution Piping= 6.6 ,�?4 ` E 5,
Min.Detivered Dose Yolume=Five X the Total Volume of Piping= 33.0 y�-_. �,�
I hereby certify that t have compteted this work in accordance with all applicable ordinances, rutes and laws.
.�
-` ' -- _
Joseph J Olson '�`"'���-J 810 05/10/11
�..
(Designer) - (Signature) (License tl) (Date)
Loqs of Soii Borinqs
License #810
Location or Project: 445 Brown Road S. LLC. Lot 2
Borings made by: Rusty Olson's Soil and Perc Testing Date:5/04/11
Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other
Auger used (check two): Hand_X_, or Power , Bucket or Probe_X_, Pit
Boring Number_1_Surface elevation_940.9_ Mottled Soil at_2.1_feet
0-11" Dark brown loam to loamy sand 10yr3/2 H20 present at_X feet
12"-18" Brown loam to sandy loam 10yr4/4
18"-26" Brown loam 10yr5/4
26"-30" Rusty brown loam 10y5/4
Boring Number_2_SurFace elevation_940.9_ Mottled Soil at_1.7_feet
0-6" Dark brown loam to loamy sand 10yr3/2 H20 present at_X
6"-12" Brown loam to sandy loam 10yr4/4
12"-20" Brown loam to sandy loam 10yr5/4
ZO"-30" Rusty brown loam 10yr5/4
Boring Number_3_Surtace elevation_943.8_ Moftled Soil at_1.3_feet
0-6" Dark brown loam to loamy sand 10yr3/2 H20 present at_X_
6"-16" Brown loam to sandy loam 10yr4/4
16"-24" Rusty brown loam sandy loam 10yr5/4
24"-30" Rusty brown loam 10yr5/3
Boring Number 4_ Surface elevation_943.8_ Mottled Soil at_1.7_feet
0-6" Dark brown loam to loamy sand 10yr3/2 H20 present at_X_
6"-12" Brown loam to sandy loam 10yr4/4
12"-20" Brown loam to sandy loam 10yr5/4
2Q"-30" Rusty brown loam 10yr5/4
Boring Number 5_Surface elevation_108.4 Mottled Soil at_1.7_feet
0-6" Dark brown loam to loamy sand 10yr3/2 H20 present at_X
6"-12" Brown loam to sandy loam 10yr4/4
12"-20" Brown loam to sandy loam 10yr5/4
20"-30" Rusty brown loam 10yr5/4
Boring Number 6_Surface elevation_962.4_ Mottled Soil at_2.3_feet
0-6" Dark brown loam to loamy sand 10yr3/2 H20 present at_X_
6"-12" Brown loam to sandy loam 10yr4/4
12"-28" Brown loam to sandy loam 10yr5/4
28"-30" Rusty brown loam 10yr5/4
Loqs of Soil Borinas
License#810
Location or Project: 445 Brown Road S. LLC. Lot 2
Borings made by: Rusty Olson's Soil and Perc testing 5/5/2011
Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other
Auger used (check two): Hand_X , or Power , Flight, Bucket or Probe_X_
Boring Number_7_Surface elevation_948.8_ Mottled Soil at_2?�_feet
0-6" Dark brown loam to loamy sand 10yr3/2 H20 present at_X_
6"-12" Brown loam to sandy loam 10yr4/4
12"-28" Brown loam to sandy loam 10yr5/4
28"-36" Rusty brown loam 1 Qy5/4
Boring Number_8_Surface elevation_948.8_ Mottled Soil at_2.E_feet
0-12" Dark brown loam to loamy sand 10yr3/2 H20 present at_X_
12"-18" Brown loam to sandy loam 10yr4/4
18"-26" Brown loam 10yr5/4
26"-30" Rusty brown loam 10y5/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 12:20 P.M. On 5/5/11
Location: Lot 2, 445 Brown Road S. LLC.
Hole number: 1
Date hole was prepared: 5/4/11
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from tesf hole:
Depth, inches Soil te�ure
0-6" Dark brown loam to sandy loam 10yr3/2
6"-12" Brown loam to sandy loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 4/30/11 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
12:33 1:03 6" 5.5 5.4
1:18 1:48 6" 5.5 5.4
1:49 2:19 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 12:20 P.M. On 5/5/11
Location: Lot 2, 445 Brown Road S. LLC.
Hole number: 2
Date hole was prepared: 5/4/11
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-6" Dark brown loam to sandy loam 10yr3/2
6"-12" Brown loam to sandy loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 4/30/11 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
12:34 1:04 6" 5.5 5.4
1:17 1:47 6" S.5 5.4
1:50 2:20 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 12:20 P.M. On 5/5/11
Location: Lot 2, 445 Brown Road S. LLC.
Hole number: 3
Date hole was prepared: 5/4/11
Depth of hole bottom_12"_ inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil te�ure
0-6" Dark brown loam to sandy loam 10yr3/2
6"-12" Brown foam to sandy loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 4/30/11 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
12:35 1:05 6" 3.0 10.0
1:16 1:46 6" 2.8 10.7
1:51 2:21 6" 2.8 10.7
AVERAGE PERC. RATE 10.4 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 12:20 P.M. On 5/5/11
Location: Lot 2, 445 Brown Road S. LLC.
Hole number: 4
Date hole was prepared: 5/4111
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam to sandy loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 4/30/11 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
12:36 1:06 6" 3.0 10.Q
1:15 1:45 6" 2.8 10.7
1:52 2:22 6" 2.8 10.7
AVERAGE PERC. RATE 10.4 MPI