HomeMy WebLinkAboutSeptic info and design �v o f�� I��^� �r������
�°'�o SEPTIC SYSTEM APPROVAL
y � Street Address: Mailing Address: Te/ephone: (952)249-4600
`� �� 2750 Kelley Parkway PO Box 66 Fax: (952)249-4616
�qkFSHo� Orono, MN 55356 Crystal Bay, MN 55323 www.ci.orono.mn.us
Address: ��J .)�1 t�l}(;�,.�( �; ��(,�_ = Home Phone:
Owner: Work Phone:
Site Evaluator: Ru s -..� � �Je.� State License#
Site Evaluator Phone Number: 7 L 3 — `{p8� �774
Garbage Disposal? Yes No� Number of bedrooms: _ � Est. gallons per day: _73a
Water meter required? Yes No Notes:
TYPE OF TREATMENT SYSTEM
At-grade system: /h D ua,r�_ Gravity trenches system:
Pressurized trench system: Gravity trenches with lift:
Pressurized bed system: Holding tank with alarm: � /.3ao
Number of tanks: 3 Septic Tank Sizes: �3 Do,, f /�OO
Lift tank size: 3oD Pump brand: GPM: Head:
TREATMENT SYSTEM a � `�
Minimum: �Ox'(.�r �s�d square feet with (p inches of rock below pipe
Type of covering: Fabric: ✓ Other: ���� �,Q„�O,v�.,0� �q�,�
SEPTIC HISTORY 7��Y��s ��t��""'�
._..T�"�
Compliance Report attached? YES None�
City as-built on file attached? YES No, �xplain � �;�1�� ��
.�
SITE EVALUATION
YES NO N/A
Soils borin s.
/ At least three soil borings shall be completed for each new drainfield site designed. Each soil boring must be
/ located within the drainfield site or within close proximity along similar conto��rc� similar soil conditions are
likel .
For additions to an ISTS, at least one soil borin sha" `
Percolation tests
/ At least two percolation tests shall b� h percolation test must
be located within the drainfield site oi � similar soil conditions
are likel .
For additions to existin ISTSs, at lea: , ( �`f w� "� ion area.
Plot Plan. A scale drawin of the entii ����� 3 '
All ro ert lines and lot dimensions �t w�
All existin and ro osed structures � � � ��'
All existin or ro osed well locations or 1 �'��G
Relative elevations of house, lot comers. ��� ,� � ,t !yf UtO
Slo e of round at drainfield sites b cont £,r r'�-`
Location of all percolation test holes and s ���_ � elevations of
each
Prima and alternate drainfield areas ideni
/ Distance from primary and alternate drainfie ;tream, march
or draina e channel within 75 of an art of,
w:\septic\septic system approval revised 2-2015.docx
Pag
City of Orono Septic System Approval
ISTS DESIGN
YES NO NA
ISTS design specifications shall include proposed flows or other sizing information, minimum sewage tank
capacity, minimum soil treatment area requirements,a plan of the component layout and all other information
necessary to assure the City that the ISTS is designed and will be constructed to receive,treat and dispose of all
of the sewa e from the buildin served.
Setbacks
Feature Sewa e Tank feet Soil Treatment Area feet
Dee well 50 50
W etland 50 50
General Develo ment Lake 75 . 75
/ Recreational Develo ment Lake 75 75
Natural Environment Lake � 150 150
� Tributaries/Streams 75 75
Drivewa s, sidewalks,decks and other hardcover 10 10
Pro ert lines, buildin s and buried i es 10 20
Lawn s rinkler s stems 10 10
Sewa e Tanks.
Number of Bedrooms Tanks Liquid Capacities(gallons)
/ 4 or less 1,000+ 1,000 re ardless of arba e dis osal use
5 or 6 1,250+ 1,000 re ardless of arba e dis osal use
i 7, 8 or9 1,500 + 1,500 re ardless of arba e disposal use
/ 10 or more Sewa e tanks shall be sized as other establishments er MN Rules 7080.
Pumping Stations.
In order to standardize installation and electrical connection methods,the following pumping station requirements
must be met in addition to MN Rules cha ter 7080
Electrical connection:
l' A waterti ht, lockable electrical box must be mounted on a four-inch b four-inch treated redwood or cedar ost.
/ All electrical connections shall be made within the box. Pump connection must not be made using a direct line
✓ lu -in onl . Wire ent to the electrical box shall be sealed with a waterti ht material such as foam or utt .
Alarm and um floats shall be on se arate electrical circuits.
Electrical wire from the power supply must not run over any tanks and must be laid beside the tanks and placed in
conduit alon the electrical ost.
Electrical cords from the pump and floats must be run through a two-inch PVC(or equivalent)conduit(schedule
/ 80)with a one-inch gap between the conduit and the electrical box. Electrical cords must not run through or under
� the manhole cover. Wires must not have round contact.
Pumpin Chamber:
Pressure pipe exiting the pumping chamber must be laid on a uniform slope up to the soil treatment area for
/ proper drain back. The pressure pipe must be sleeved and inside a larger diameter pipe for additional support if
spanning ground that has been excavated. If the pipe at the tank must be lower than union to get elevation for
drain back,a one- uarter inch wee hole must be used.
When soil depths above the pressure distribution pipe is less than 3'/z feet, insulation must be added to achieve
� an insulating factor equal to 3'h feet of soil to decrease the potential for freezing(Styrofoam or concentric piping
are acceptable methods). Piping under hardcover, such as tennis courts or driveways shall be insulated pipe or
e uivalent.
A reserve capacity equaling 75%of the anticipated daily flow must be allowed into the pumping chamber between
the alarm activation level and the um tank inlet.
Protection of drainfield area.
Proposed drainfield areas shall be identified and marked off on the lot at the time of the site evaluation and prior to
any construction or grading occurring in the area. The drainfield area shall remain undisturbed until drainfield
construction is commenced. No vehicular traffic shall be allowed in the drainfield area either before or after
dr infield installation.
ACCEPTED DENIED by the Metro West on behalf of the City of Orono subject to existing regulations and the
following conditions:
Inspect�i ns re uired: /� /
✓'1. TA�. I�!` � IQ...4�.��. tCow.-a....�Y �u+.. 47G .�v ��
✓2. s`.4,� /[s�.lc � � ti iaP� e .-
y 3. c.+��t.l C��v R w� � �
� �� rf dr em..f..�.� w�
�
By:`�i?.c..._. �� Printed Name: �o��w /i v�tiC',✓ Date: .S'
w:\septic\septic system approval revised 2-2015.docx
Page 2 of 2
METRO WEST INSPECTION SERVICES, INC. • 763-479-1720
BOX 248 • LORETTO, MN 55357
CITY OF ��4 f�
WORKSHEET FOR SEWAGE DISPOSAL WORK
Date
Inspector Building Permit No.
Owner
Property Address y,�✓{,� ��L-y rT� � /���
Kind of Buiiding
SSTS Installer License#
Septic Tanks
Material Number of Tanks
Size
Drain Field:
Total length of lines Number of lines
Type of soil Percolation Test
Width of trench Type of filter material
Size of Rock Bed Size of Absorption Area
Draw detailed diagram with measurements indicating distances to septic tank risers from a
permanent structure.
� f .
Joseph Olson D.B.A.
Rusty Qlson's--Soil and Percolation Testing
Joseph.I. Olson--Ml'CA License#810
11481 Riverview Rd. NE, Flanover,MN 55341
(763) 498-8779 Fax (76 - 0
. _. � _,
* N����1� �
February 26,2015 TH1S DESI��! MU�T
Denali Custom Homes BE ON SITE �C)f�
4555 Bayside Road }��L INSPECTION�
Orono,Hennepin County
This on-site Sewage Treatment System is designed for a Type 1,five bedroom home in accordance with the
Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The periodically saturated soils were located at 12"-18"(mottled soil). Due to the periodically saturated
soils,a pressurized mound system will need to be installed to treat the septic effluent.The bottom ofthe
treatment area must be located at least 3' above the saturated soils.
The soils at a depth of 12"have a percolation rate averaging 8 MPI.
All tanks need to be insulated if therc is less than two feet of cover over the top of the tanks.Clean ouis
must be installed on the end of the laterals for maintenance.
Use 7/32 inch perforations on the laterals.
A 1300 gallon pumpin�chamber will need to be installed to lifi the effluent to the treatment area.The
power supply and Switches must be located outside the manl�ole 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.
K_eep all heavv epuipment off of the proposed treatment areas before during and after construction
The area around both sites must be fenced off bv the contractor before any construction beeins
With proper installation and maintenance,this system should have no problem in treating septic efEluent
effectively.Nothing other than gray water,((aundry,showers,ete.)Human water and toilet tissue should be
disposed of into the septic tanks. Garbage disposals are not recommended.Additives musl not be used they
may cause harmful damage to your septic system. [t is recommended that you pump the septic tanks every
two years.
Sin rely, �'�� 9� �i�� � � _ ��_-r
` ��� `� _�
� i
Joseph J.Olson Dat� .�-_._. -� 1
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��r �r��� �a�. ��:�. m��'� >µ�
(BAYSIDE ROAD) ALEXANDER DESIGN GROUP �;a�
OF LOT 1, BLOCK 1, BAYSIDE HERRY FARM Ew-.�s
HENNEPIN COUNTY, bfINNESOTA d'�
..�
C0. RD. N0. 84 J-
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OSTP Design Summary Worksheet UNIVERSITY ,�i�x �;�;,T
Minnesota Pollution ?_e� ��:
ControlAgency OF MINNESOTA ��:• ,_, y,Z,��
Property OwneNClient: Peter Rennebohm ;. ,�,.,; Project ID:C�v 06.12.13
Site Address: 4565 Bayside Road,Orono,Hennepin County Lot 1 F,�site Date: 9/23/14
1. DESIGN FLOW AND TANKS
A. Design Ftow: 750 Gallons Per Day(GPD) Note: The estimated design flow ts considered a peak flow rate
including a wfety factor.For long term perJormonce,the average
B. Septic Tanks: daily j(ow is recommended to be<(,p�of this value.
Minimum Code Required Septic Tank Capacity: 2250 Gallons,in ��Tanks or Compartments
Recommended Septic Tank Capacity: 2250 Gallons,in ��Tanks or Compartments
Effluent Screen: No q��: No
C. Holding Tanks Only:
Minimum Code Required Capacity:��Gallons,in ��Tanks
Designer Recommended Capacity:��Gallons,in �Tanks
Type of High Level Atarm:�—
D. Pump Tank 1 Capacity�Code Minimum):��Gallons Pump Tonk 2 Capacity(Code Minimum): �Gatlons
Pump Tank 1 Capaciry(Designc�Rec): ��Gallons Pump Tank 2 Capacity(Designer Rec): C�Gallons
Pump 1 GPM Total Head �_�ft Pump 2�GPM Total Head �]ft
Supply Pipe Dia.�in Dose Volume:�gal Supply Pipe Dia.�in Dose Volume:�gal
2. SYSTEM IYPE
Type of Soil Treatrr�ent and Dispersal Area'
�j Trmdi 0 Bed �Mound r C Gravlry Dktrbutlon Q Reswe Dlseibutlon-L.evel 0 Resaue Dfstrbutlo�-Unievel
�orip O rwidinq rank �At-Gade "Selection Required Benchmark Elevation: �ft
Benchmark Location:
System Type Type of Distribution Media:
f"T e I T I I ❑T e I I I r'T e I V �' �'"�� ❑�n�ed rreaboent Me6a:
. YP � YPe YP c_, YP ❑TYPe V
3. SITE EVALUATION:
A. Depth to Limitir�Layer: 12 in 1.0 ft B. Measured Land Slope%: 6.0 %
C. Etevation of Limiting Layer:�— 1019.0 � D. Soil Texture: Clay Loam —1
E. Loc.of Restrirne Elevation: � F. Soil Hyd.Loading Rate- 0.45 GPD/ftZ
G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 8.0 MPI
1. Code Maximum Depth of System: Mound in Commenu:
4. DESIGN SUMMARY
Trench Design Summary
Dispersat Area��n2 Sidewall Depth��n Trench Width
�in
Total Lineal Feet�ft Number of Trenches� Code Maximum Trench Depth��in
Contour Loading Rate�ft Designers Max Trench Depth�in
Bed Design Summary
Absorptlon Area��ftz Media Below Pipe��n Code Maximum Bed Depth�;�
Bed Width�ft Bed Length�ft Designers Max Bed Depth�in
_
Minnesota Pollution OSTP Design Summary Worksheet UNIVERS[TY �y ��. °
ControlAgency OF MINNESOTA �`"°`
�1��
Mound Design Summary
Absorption Area 625.0 fti Bed Length 63.0 ft Bed Width 10.0 ft
Absorption Width �2,0 R Clean Sand Lift 2,0 ft Bertn Width (0-1%)�_�ft
Upslope Berm Width 15.0 ft Downslope Berrn Width 25.0 ft Endslope BeRn Width 14.0 ft
TotalSystem Length 91.0 ft TotalSystem Width 5p,0 ft Contour Loading Rate 12,0 gal/ft
At-Grade Des9gn Summary
Absorption Bed Width�ft Absorption Bed Length��ft System HeightC�ft
Contour Loading Rate��gaVft Upslope Berm WidthC�ft Downstope Berm Width��ft
Endslope Berm Width��ft System Length�h System Width�ft
Leve1£t Equai Pressure Distribution Summary
No.of Perforated Laterals� Pertoration Spacing�ft PerForation Diameter 7/32 in
Lateral Diameter 2.00 in Min. Delivered Volume��gal Maximurn Delivered Volume 188 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 t Minimum Delivered Volume
Lateral 2
gal
Lateral 3
Lateral 4 Maximum Delivered Volume
Lateral 5
gal
Lateral 6
5, Additional I�fo for Type IV/Pretreatment Design
A. Calculate the organic loading using option 1 or 2
1. Orgonic Loading =Pounds of BOD X Units
lbs/day X � _ �lbs BOD/day
2. Organic Loading to Pretreatment Unit g Design Flow X Estimnted BOD in mg/L in the effluent X 8.35 e 1,Op0,000
gpd X C�rr�/LX 8.35:1,000,000= ��bs BOD/day
B. Type of Pretreatment Unit Being Instalted:
�• Calculate Soi!Treatment System Organic Loading: tbs.800/day=Bot[om Area =lbs/day/ft�
lbs/day= �ft2= �lbs/day/ft2
Comments/Specia�Design Considerations:
i hereby certify that I have compteted this work in accordance with alt applicable ordinances,rules and lavrs.
�
Joseph J Olson 810 09/23/14
(Desrgner) {Signature) (License#) (Date)
OSTP Mound Design
UNIVERSITY
Minnesota Pollution �yorksheet �1 � ��Q e �'^ �`"�
Controi Agency p OF MINNESOTA _ �,,,,�.�,
1. SYSTEM SIZING: Project ID: v 06.12.13
A. Design Flow: 750 GPD TABLE IXa
B. Soit Loading Rate: 0.45 GPD/ftZ LOADING RATES FOR DETERMINING BOlTOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
TrcetmeM Level C Treatment levei A,A-2,B,
C. Depth to Limiting Condition: 1.0 ft
Percolation Rate �S°rptlon Absorption
Nea loading �'1Ound Area Loading MOU�
D. Percent Land Stope: 6.0 % �'`'�'� Rau 1bso�"°" Ratr ��°'�"°^
(4vd/ft') rtatio (��fti' Ratio
E. Design Media Loading Rate: 1.2 GPD/ft2 .
`�'' 1 'I
F. Mound Absorption Ratio: 2.70 °'`°5 �2 � +.s �
0'to 5(line sar.d
Tabie I anoloa. t�nesancl Q'6 2 � 1.6
h50UND lONTOUR LOADING RATES: 61O�•`' 0.78 �.5 1 1.6
�.�eawred ' Texture•derived
Contaur �s to?o 0.6 2 0.78 2
Perc Rate Q� n?ound absosption ratio Loading 3'i to 45 0.5 2.a o.�8 2
. Rate� qg��gp 0.45 2.6 0.6 2.6
-50ntp' t.0. 1.±. 2.U. 2.4. 2.5 _1 t G1 to 120 - 5 0.3 b.3
' '��� - - - -
�1-12�ntpi GR S.0 :12
. "Systems with these values are not Type I systems.
= �Zb,»�;• ;5 �• _�. Contour Loading Rate(linear loading rate)is a
recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Dispersal Bed Area: Design Flow:Design Media Loading Rate=ftz
750 GPD � 1.2 GPDJftZ = b25 ftZ
If a larger dispersal media area is desired,enter size: 630 ftZ
B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet
C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate
�� ftZ X 1•2 GPD/ftz = 12.0 gal/ft Can not exceed Table 1
0. Calculate Minimum Dispersat Bed Len�th: Dispersal 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 2.7 = 27.0 ft
B. For slopes>1%, the Absorption Width is measured downhill from the upslope edge of the Bed.
Calcutate Downslope Absorption Width: Absorption Width - Bed Width
27.0 ft - 10.0 ft = 17.0 ft
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: REGI57ERED TREATMENT PRODUCTS: CHAMBERS AND EZF�OW
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 C�ft = �ft
E. Number of Rows = Bed Width divided by Component Width (Round up)
� ft- � ft= � rows Adjust width so this is on whofe number.
F. Total Numb�mponent�r of Components per Row X Number of Rows
X ��components
6. MOUND SIZING ~"`��''-�-
A. Calcutate Minimum Clean Sa Lift: 3 feet minus Dep to Limiting Condition =Clean Sand Lift
3.0 ft - 1.0 f = 2.0 f Design Sand Lift (optional): ��ft
B. Calculate Upslope Height: C an Sa�d L� dia depth +cover(1 ft.) =Upslope Height
2.0 ft + 1.0 ft + q, ,1,.0 ft= 4.0 ft
C. Select Upslope Berm Multiplier(based on land slope): 3.70
Land Slope% 0 1 2 3 4 S 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 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 2.70
D. Calculate Upslope Berm Width: Multiplier X Upstope Mound Height =Upslope Berm Width
3.70 ft X 4.0 ft = 15.0 ft
E. Calcutate Drop in Elevation Under Bed: Bed Width X Land Slope s 100=Drop(ft)
10.0 ft X 6.0 % = 100= 0.60 ft
F. Calculate Downslope Mound Height: Upslope Height+ Drop in Elevation = Downstope Height
4.0 ft + 0.60 ft = 4.6 ft
G. Select Downslope Berm Multiplier(based on land stope): 5.26
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12
Dowr.slope 3:1 3.00 3.09 3.19 330 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 Downslope Berm Width: Multiplier X Downslope Height =Downstope Berm Width
5.26 x 4.6 ft = 25.0 ft
1. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width +4 feet
17.0 ft +�ft = 21.0 ft
�__I
J. Design Downslope Berm=greater of 4H and 41: 25.0 ft
K. Setect Endslope Berm Multiplier: 3.00 (usuoily 3.0 or 4.0)
L. Calculate Endslope Berm X Downslope Mound Height =Endslope Berm Width
3.00 ft X 4.6 ft = 14.0 ft
M. Calculate Mound Width: Upslope Berm Width + Bed Width + poWnslope Berm Width
15.0 ft + 10.0 ft + 25.0 ft = 50.0 ft
N. Calcutate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width
14.0 ft + 63.0 ft + 14.0 ft = 91.0 ft
7. MOUND DIMENSIONS
,'
Upslope (4.D�---- �5.0 ----- ------- -_
,
,
, ',
� - �
� ,
� Ends(o e (4.L) Dispei�sal Bed: 12.B x Z.CI '
v� o � Endslo e 14.L►
� � �4'0 � 10.0 X 63.0 � � 14.0;
�
� � — — � �
� �
'C7 ' V '
� i �
� ; t
� ` 25 0 '�
,'
�s Dawnslope (4.J)
�
� -----------------------—-—-------- —-------_
Tota l Mound Len th (4.N) 91.0
4" inspection pipe
18" cover on top 25.0
Upslope berm (4.D) Do�vnslo e berm 4.J)
15.0
12"cover on sides
� . � f 6" topsoit)
�`� C(ean sand lift (4.A) Z.p
�. ,. .
, _ . „ , ��,-.,, � .,
` _. ; , ; .�
i ,
–--
1.0
,
� ; . �i, _ -_ __
__ -
- - -.- - .,-
Absor tion Width (3.A► _- _– __--
Note: 27.0
For 0 to 19a slopes, Absorption Width is measured from the Bedequally in both directions.
For slopes >1%, Absorption Width is measured downhill from the upstope ed�e of the Bed.
Comments:
OSTP Mound Materials Worksheet UNIVERSITY ,�,�.;
Minnesota Pollution OF MINNESOTA 1 '° �
Control Agency �+���.
ProjectlD: v 06.12.13
A• Calculate Bed (rockj Volume:8ed Length (2.0 X Bed Width 2.B)X Depth =Volume ft' -
63.0 ft X 10.0 ft X 1.0 630.0 ft3
Divide ft'by 27 ft'/yd'to calculate cubic ards:
630.0 {�; ;. 27 = 23.3 yd3
Add 20%for constructability: 23.3 yd;X L2 = 2g.p yd3
B. Calculate Clean Sand Volume:
Volume Under Rock bed:Average Sand Depth x Media Width x Medio Length =cubic feet
2.3 ft X 10.0 ft X 63.0 ft = 1449.0 ft;
For a hbund on a slope from 0-1%
Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length)
r-� ft -1) X C� X ��ft - ��
Volume from Width=((Upslope Mound Height-t)X Absorption Width Beyond Bed X Media Bed Width)
� ft 1) X �� X L-�ft �
To[a(Cleon Sand Volume: Volume from Length+Volume from Width+Volume Under Media
�� ft� ` � ft3 + � ft' _ �ft'
For a Mound on a slope greater than 1%
Upslope Vo(ume:((Ups(ope Mound Neight - 7)x 3 x 8ed Lenpth)-2=cubic feet
(( 4•a ft -1) X 3.0 ft X 63.0 )=z- 283.5 ft�
Downs(ope Vo(ume:((Downs(ope Heigbt- t) x Downslope Absorption Width x Medio Lenqth)+2=cubic feet
(l 4.6 ft-1) X 17.0 ft X 63.0 )�2= 19D.8 ft;
Endslope Volume:(Downslope Mound Height- 1) x 3 x Media Width =cubic feet
( 4.6 ft-1 ) X 3.0 ft X 10.0 ft = 108.0 ftl
Totol C/ean Sand Vo(ume:Upslope Volume +Downslope Vofume +Endslope Volume +Volume Under Media
283.5 ft3 . 1927.8 {t3 + 108.0 ft' + 1449A ft3= 3768.3 ft'
Divide ft'by 27 ft3/yd'to calculate cubic yards: 3768.3 ft' : 27 = 139.6 yd�
Add 20%for corutructability: 139.6 yd'X 1.2 = 167.5 d3
Y
C. Calculate Sandy Berm Volume:
Tota(Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoit)x Mound Width x Mound Length)�2=cubic feet
( 4.3 _ 0.5 )ft X 50.O�ft X 91.0 )=Z= gbq5.p ft�
-J
Tota!Mound Volume-Clean Sand vo(ume-Rock Vofume=cubic feet
8645.0 {t3 _ 3768.3 ft' - 630.0 ft3 = 4246.7 ft;
Divide ft3 by 27 ft;/yd'to calculate cubic yards: 4246.7 ft' : 27 = 157.3 yd�
Add20%forcorntructability: �57,3 Yd' X � z - �88� yd3
D.Calculate Topsoi(Materia(Vo(ume:Total Mound Width X Tota(Mound Length X.5 ft
50.0 ft X 91.0 ft X 0.5 ft = 2275.0 ft3
Divide ft'by 27 ft3fyd3 to calculate cubic yards: 2275.0 �3 ; Z7 � gq,3 Yda
Add 20%forcanstructabitity: 84.3 yd' x 1.2 = tp1.1 d'
y
OSTP Pressure Distribution
UNIVERSITY � �
Minnesota Pollution Design Worksheet ���
ControlAgency OFMINNESOTA �-'���
ProjectlD: v 06.12.13
1. Media Bed Width: �� ft
2. Minimum Number of Laterats in system/zone= Rouded up number of[(Media Bed Width - 4) : 3] + 1.
( 10 - 4 ) + � - � 3�laterals Does not apply to at-grades
�----
3. Designer Selected Number of Loterals: ��laterals
Connot 6e less than line 2 (occept in at-Qrades) -
4. Select Perforation Spating: 3.0 ft - - _
5. Select Perforation Diameter Size: 7/32 —_ '.."����,,,-., _ "," _ - -_,-;__
in -�-,,.—,.�---_
,,.,,.,,,�,....�...., -,n, , ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,
6. Length of Laterols =Media Bed Length - 2 Feet.
63 - 2ft = 61 ft Perforation can not be c(oser then 1 foot from edge.
� Determine the Number of Perforation Spoces. Divide the Length of Latera(s by the Perforation Spacing
and round down to the nearest whole number.
Number of Perforation Spaces 61 ft .- �ft = 20 Spaces
Number of Perforations per Loteral is equal to 1.0 ptus the Number of Perforotion Spoces. Check table
8. below to verify the number of perforations per laterat guarantees less than a 10%discharge variation. The
value is double with a center manifold.
Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral
Maxirt�N�of Perfaati�oru Pef Lateral to Guarantee<10%Dncharge Yariatian
%�Inc Pertorations 7,'32InchPerforaHons
Pe�foratan Spaong IFe�t) ���a�t�{���s� Perforation Spxing Pipe D+ame#er(Inches►
1 ty1 1�; 2 3 iFeetl t t?� 1�� 2 3
2 10 f3 18 3U 60 2 11 16 21 34 b8
2'� 8 12 1b 2� 54 2t� 10 14 20 31 W
3 8 12 16 2� 52 3 9 14 19 30 60
3'16 Inch Perforatians 1'8 Inch Perforations
Fe�foratio�Spacing IFeet) �PE Dia.meter Ilnches) Pe�foratio�Spacing Pipe Dia�►eter�inch�es)
S 1Y; 1i: 2 3 (Feetl t t:e 1t; i 3
2 12 18 16 45 61 2 21 33 44 74 149
Zi� �2 �� 24 4Q 64 2�: 20 30 41 69 1's5
3 12 16 22 3J 75 3 20 24 38 N 128
9• Tota(Number of Perforations equals the Number of Perforations per LQtero( multiplied by the Number of
PerforQted Lotera(s.
21 Perf. Per Lat. X �_�Number of Perf. Lat. = 63 Total Number of Perf.
10. Select Type of Monifoid Connection (End or Center): i� end ❑ center
11. Select Lateral Diameter (See TQb(e): 2.00 in
OSTP Pressure Distribution
Minnesota Pollution Design Worksheet UNIVERSITY
�� -�_:
Control Agency OF MINNESOTA " �-'���
12. Calculate the Squore Feet per Perforation. Recommended value is 4-11 ftZ per perforation.
Does not apply to At-Grades
a. Bed Areo = Bed Width (ft) X Bed Length (ft)
10 ft X 63 ft = 630 ft2
b. Squore Foot per Perforation = Bed Area divided by the Tota1 Number of Perforations.
630 ft2 � 63 perforations = 10.0 ftZ/perforations
13. Setect Minimum AverQge Head: 1.0 ft
14. Select Perforation Discharge (GPM) based on Table: 0.56 GPM per Perforation
15. Determine required Fiow Rate by multiplying the Tota(Number of Perfs. by the Perforation Discharge.
63 Perfs X 0.56 GPM per Perforation = 36 GPM
16. Volume of Liquid Per Foot of Distribution Pipfng (Table ll): 0.170 Gallons/ft
17. Volume of Distribution Piping = — Table II 1
_ [Number of Perforated Laterols X Length of Latera(s X (Volume of ' volume of Liquid in I
Liquid Per Foot of Distribution Piping] piPe I
Pipe Liquid I
� 3 � X 61 ft X 0.170 gaVft = 31.1 Gallons ! Diameter Per Foot �
� (inches) (Gallons) '
18. Minimum Delivered Volume = Volume of Distribution Piping X 4 1 0.045
� 1.25 O_078
31.1 gals X 4 = 124.4 Gallons 1.5 0.110
�
2 0.97o j
man o p�pe` 3 0.380
� 4 0_661 �
� - -- _ _J
� .-Cleanouts '" � --
pipe from pump
�, Manifold pipe.
lean ouu �'
♦ '
�
� �. ; �
�
alternate bcation -- '-
0{ i e from uffl �Altemate location
of pipe from pump
Pi e from um
Comments/Special Design Considerations:
�STP Basic Pump Setection Desi�n
�_1!�IVERSITY
:w'linnesota Poliution Worksheet OF MII�'NESOTA ``
Co�tro!Agency ,;�,`;
7. PUMP CAPACITY Project ID: v 06.12.13
Pumping to Gravity or Pressure Distribution: C crav�ry� �i Ress�re 5election required
1. If pumping to gravity enter the gallon per minute of the pump: ��GPM (f0-45 gpm)
2. If pumping to a pressurized distribution system: 36.0 GPM
3. Enter pump description:
2. HEAD REQUIREMENT$ o.vcoimem s�s�rm
a point ot ducna�gP
A. Elevation Difference 14 ft '`'' `Q
,M��^9`" "'
between um and svve`y"
p p point of discharge:
,i,;�a�
B. Distnbution Head Loss: � '-__- ; � ; Q1�"°°.:
5 ft - "
i _'"- ; � '___c+1/errv%e'
��ft(due co specia� � I j ''
C. Additional Head Loss: eq�ipmenc,ecc. � !�___________
� i
----- ------•------
Table I.Friction Loss in P{astic Pipe_per 100ft
Distribution Head Loss ---------- -
Gravity Distribution = oft Flow Rate ' ___._P�pe Diameter(inchesl
(GPIJ�) l. 1 1.25 t 5 i 2
Pressure Distribution based on Minimum Average� Head 10 9.1 � 3.1 r 1.� � 0.3
value on Pressure Distribution Worksheet: � i '
12 j 12.8 ' 4.3 I 1.8 � 0.4
Minimum Avera � Head Distribution Head Loss �
14 � 17.0 5J � 2.4 0.6
2ft Sft �6 � 21.8 ' 7.3 i 3.0 OJ
6ft 18 � ' 9.1 3.8 ; 0.4
Sft 10ft ZQ 11.1 i 4.6 I i.1
25 ' 16.8 , 6.9 I 1.7
D. 1.Supply Pipe Diameter. Z.0 in 30 � � 23.5 9.7 ! 2.4
�5 ' � 12.9 ; 3.2
2.Supply Pipe Length: 75 ft 4p � � � 16.5 � 4.1
i �
E. Friction Loss in Plastic Pipe per t00ft from Table I: 45 ' � : 20.5 .' S.0
50 � � ` i 6.1
Friction Loss= 3.32 h per 100f[of pipe 55 ; : � ` 7.3
60 i i I ; 8.6
p, Determine Equivalent Pipe Length from pump discharge to soit dispersal area disCharge 65 i i ' 10.0
point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Rpe Length �p i � 11.4
(D.2) X 1.25=Equivalent Pipe Length 75 I ' 13.0
75 ft X 1.25 = 93.8 ft 95 i i 3 96.�
20.1
G. Calcutate Supply Friction Loss by multiplying Friction Loss Per 100ft {Line E)by the Equimlent Ptpe Length {Line F)and divide by 100.
Suppty Friction Loss=
3.32 ft perlpOft X 93.8 ft + 100 = 3.1 ft
H• Tota(fiead requirement is the sum of the Elevatton Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and the
Supply Friction Loss(Line G)
14.0 ft + 5.0 ft + ��ft + 3.1 ft = 22.1 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36.� GPM(Line 1 or Line 2)with at least 22,� feet of total head.
Comments:
OSTP Design Summary Worksheet UNIVERSITY �
Minnesota Pollution � ,_;.
ControtAgency OF MINNESOTA _`?''v.�;�ti
Property Owner/Client: Peter Rennebohn Project ID:��v 06.12.13
Site Add�ess; 4565 Bayside Road,Ororro,Hennepin County (Lot 1 )� F�u�,_r`_ Date: 9/18/14
1. DESIGN FLOW AND TANKS
A. Design Flow: 750 Galtm�s Per Day(GPD) Note: The estimoted design Jlow is considered a peak flow rate
including a sofety factor.For lortg term performonce,the average
B. Septic Tanks: daily f(ow is recommended to be<60%of this vaiue.
Minimum Code Required 5eptic Tank Capacity: 2250 Gallons,fn ��Tanks or Compartments
Recommended Septic Tank Capacity: 2250 Gallons,in ��Tanks or Compartmenis
Effluent Screen: No Alarm: No
C. Holding Tanks Onty:
Minimum Code Required Capacity:�Gatlons,in �]Tanks
Designer Recommended Capacity:��Gallons,in �Tanks
Type of High Level Alarm:
D. Pump TQnk 1 Capacity(Code Minimum):�_�Gallons Pump Tank 2 Capacity(Code Minimum): ��Gatlons
Pump Tank 1 Capacity(Designer Rec): �Gallons Pump Tank 2 Capacity(Desirner Rec): C�Gallons
Pump 1 GPM Total Head �ft Pump 2�GPM Total Head �ft
Supp(y Pipe Dia.��1n Dose Volume:�gal Supply Pipe Oia.��n Dose Volume:�gal
2. SYSTEM TYPE
Type of Soil Treatrtient and Disper�,al Ara3' �
Q Trmch �Bed �MourW Cj Gravity DBtrb�Rbn �;Resare Distrlbutlqt-Level Q Ressure Distrbutio�{1Nevel
Q onP Q Hdding Tank �nt-crade 'Selection Required Benchmark Elevation: sea level ft
Benchmark Locati�: Set by othen
System Type 7
ype of Distribution AAedia:
�Type I ❑Type I I [_Typc I I I ["'Type 1 V [j Type V [�Drainfidd Rodc ❑Registered Treatment Media:
3. SITE EVALUATION:
A. Depth to Limiting Layer: 14 in 1.2 ft B. Measured Land Slope%: 3.0 %
C. Elevation of Limiting Layer.� 101$.0 D. Soit Texture: Clay Loam
E. Loc.of Restricive Elevation: --� F. Soil Hyd.Loading Rate: 0.45 GPD/ftz
G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 7.5 MPI
I. Code Ma�cimum Depth of Sys[em: Mound in Comments:
4. DESIGN SUMMARY
Trench Design Summary
Dispersal Area�ftz Sidewall Depth��n Trench Width�in
Total Lineat FeetC�ft Number of Trenches�`� Code Mauimum Trench Depth�in
Contour Loading Rate�ft Designers Max Trench Depth�in
Bed Design Summary
Absorption Area�ftZ Media Below Pipe�in Code Maximum Bed Depth�in
Bed Width�ft Bed Length�ft Designers Max Bed Depth��in
OSTP Design Summary Worksheet UNIVERS[TY ;;�� �� °
Minnesota Poliution �� '���'�,�(
ControlAgency OF MINNESOTA �,�1ti
Mound Design Summary
Absorption Area 625.0 ftt Bed Length 63.0 ft Bed Width 10.0 ft
Absorption Width 12,p ft Clean Sand Lift �,g ft Benn Width (0-1%)��ft
Upslope Berm Width 14.2 ft Downslope Berm Width 20.0 ft Endslope Berm Width �Z,q ft
TotalSystem Length g7,g ft TotalSystem Width qq_2 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�gaUft Upslope Berm Width��ft Downslope Bertn Width�ft
Endslope Berm Width�ft System Length�f[ System WidthC�ft
Level&Equal Pressure Distributio�Summary
No.of PeAorated Laterals�� Pertotation Spacing�ft Perforatio�Diameter 7/32 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 Size
(ft) Pipe Size(in� (gal/ft} (ft) (in) Spacing(ft) Spacing(in)
Lateral 1 Minimum Delivered Volume
Lateral 2
Lateral 3 �Sal
Lateral 4
Maximum Delivered Volume
lateral 5
Lateral 6 �al
5. Add9tlonal Info for Type IV/Pretreatment Design
A. Ca(culate the organic foading using option 1 or 2
1. Orgonrc Loading =Pounds of BOD X Uniis
tbs/day X � _ �lbs BOD/day
2. Organic Loading to Pre[rentmenl Unit �Desiqn Flow X Estimated BOD in mg/L in the effluent X 835:1,000,000
8Pd X �_�mg1l X 8.35�1,000,000= C�lbs BOD/day
B. Type of Pretreatment Unit Being Installed:
C. Calculate Soil Treatment System Orsanic Loading: lbs.BOD/day:Bottom Area =lbs/day/ft�
lbslday= �{�= C�lbslday/ft�
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 09/78/14
(Designer) (Signature) (License#) (Date)
____ _
OSTP Mound Design UNIVERSITY
Minnesota Pollution � OF MINNESOTA ''�"
ControlAgency Worksheet > 1 / Slope �,�,,
1. SYSTEM SIZING: Project ID: �06 �2 �3
a. Design Flow: 750 GPD TABLE IXa
B. Soil Loading Rate: 0.45 GPD/ftZ �OADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA
AND ABSORPTION RATI05 USING PERCOLATION TESTS
C. Depth to Limiting Condition: 1.2 ft Treatment Level C Treatment Leve!A,A-2,8,
Percolatlon Rate Absorptlon AbsorDtion
Area Lwding �und Area Loading r'�O�
D. Percent Land Slope: 3.0 % �""P�� RM� AbsorAtion Ra� nn�,Pno�
(B�/ftZ) Ratio {�fti� Ratio
E. Design Media Loading Rate: 1.2 GPD/ftZ _
`0� � ,
F. Mound Absorption Ratio: 2.60 �'�°�' ��2 � �.s ,
c.t co 5 R��e sarw o.s z 1
Table I ana x,am rine sand� 1.6
MOUND CONTOUR LUApiNG RATES: s ro is o.78 1.5 1 1,6
Contour �s ro 30 p,6 2 0�$ Z
tdeawrod ' Taxturc-deriv4d
P9f"C RdtP �R �uound absorptior;-nL10 LOdd7RQ 31 to 4�-� 0.5 2.4 OJS 2
• FdtQ: Ay��gp 0.45 2.6 0.6 2.6
-60,110� t.li. l.?�. '[.Q2.-l. 2.6 _ti 5�ic�20 - 5 0.3 5.3
. >12" - - - '
�1-t20 mpi C;R. S.Q c12
. '`Systems with these values are not Type I systems.
- izo��,�i• ,5,�.- _F. Contour Loading Rate (linear toading rate)is a
recommended value.
2. DISPERSAL MEDIA SIZING
A• Calculate Dispersal Bed Area: Design Flow: Design Media Loading Rate=ftZ
750 GPD = 1.2 GPD/ftz = 625 ftZ
If a larger dispersal media area is desired, enter size: 630 ftZ
B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet
C. Caltulate Contour Loading Rate: Bed Width X Design Media Loading Rate
�� ftz X 1.2 GPD/ftZ = 12.0 gaUft Can not exceed Tabfe 7
D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area : Bed Width =Bed Length
630 ftZ = 10.0 ft = 63.0 ft
3. ABSORPTION AREA SIZING
A. Calcutate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width
10.0 ft X 2.6 = 26.0 ft
B. For stopes>1%, the Absorption Width is measured downhill from the upstope edge of the Bed.
Calculate Downslope 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:
C�components X ��ft = ��ft
E. Number of Rows=Bed Width divided by Component Width (Round up)
� ft ' � ft- �� �OWS Adjust width so this is on who(e number.
F. Total Number of Components= Number of Components per Row X Number of Rows
�� X � - ��components
6. MOUND SIZING
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): 3.70
Land Slope°fo 0 1 2 3 4 5 6 7 8 9 10 il 12
Upslope Berm 3:1 3.00 2.91 2.83 2.75 2.6E 2.61 2.54 2.d8 2.42 2.36 2.3i 2.26 2.21
Ratio 4:1 4.00 3.55 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 Z.78 2.70
D. Catculate Upslope Berm Width: Multiplier X Upslope Mound Height = Upslope Berm Width
3.70 ft X 3.8 ft = 14.2 ft
E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope= 100= Drop (ft)
10.0 ft X 3.0 � = 100= 0.30 ft
F. Calculate Downstope Mound Hei ght: U pslo pe Hei ght+ Dr o p i n E l e v a t i o n = D o w n s l o p e H e i g h t
3.8 ft + 0.30 ft = 4.1 ft
G. Setect Downslope Berm Muttiplier(based on land slope): 4.54
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 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69
H. Calculate Downslope Berm Width:Multiplier X Downslope Height = Downslope Berm Width
4.54 x 4.1 ft = 18.8 ft
I. Catcutate Minimum Berm to Cover Absorption Area: Downslope Absorption Width +4 feet
16.0 ft +�-J ft = 20_0 ft
J. Design Downslope Berm =greater of 4H and 41: 20.0 ft
K. Select Endstope Berm Multiplier: 3.00 (usual(y 3.0 or 4.0)
L. Catculate Endslope Berm X Downslope Mound Height =Endstope Berm Width
3.00 ft X 4.1 ft = 12.4 ft
M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width
14.2 ft + 10.0 ft + 20.0 ft = 44.2 ft
N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width
12_4 ft + 63.0 ft + 12.4 ft = 87.8 ft
7. MOUND DIMENSIONS
----------------------' ---
Upslope (4.D) 14.2
,'
� —
, -- ___ '�
�
� Endslo e ��.�) p�spersal Bed: i�.8 x 2.C} '
� ,�, � � Endslo e �4.L) ,
� c �2.4 i— 10.0 X 63.0 C 12.4;
� L
3 , � _ � ,
, �
� � u '
c � �
� �
� 20 0 �
� Downslope (4.J)
�
� �--——----------------------—------ —-------
Total Mound Len th {4.N) 87•8
4" inspection pipe
18" cover on top 20.0
U slope berm (4.D) Downsto e berm (4.J)
14.2
1 Z" cover on sides
(6" topsoil)
C(ean sand lift {4.A} �,g
;-,=�.7 , , -
� -- - , - = 1.2
Absor tion Width �3.A) --
Note_ 26.0
For 0 to 1% slopes, Absorption Width is measured from the Bedequally in both directions.
For slopes >1°0, Abso�ption Width is measured downhill from the upslope ed�e of the Bed.
Comments:
OSTP Mound Materials Worksheet UNIVERSITY � �
Mi�nesota Pollution OF MINNESOTA �
Control Agency •�^-�1��:-
ProjectiD: v 06.12.13
A• Calwlate Bed (rock)Volume:Bed Length (2.0 X Bed Width 2.6)X Depth =Volume ft3 -
63.0 ft X t0A ft X 1.0 - 630.0 ft3
Divide ft3 by 27 ft'/yd'to catculate�.
630.0 ft3 ; 27 - 23.3 yd3
Add 20%for consirucW6ility: 23.3 yd'X 1.2 = 28.0 yd�
B. Calculate Cleon Sand Volume:
Volume Under Rock bed:Avercrge Sand Depth x Media Width x Medio Length =cubic feet
2•� ft X 10.0 ft X 63.0 ft = 1249.5 ft'
For a Mound on a slope from 0-1%
Volume from Length=((Upstope Mound Height-1)X Absorption Width Beyond Bed X Medta Bed Length)
�� ft 1) X �� X L_�ft - �
Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width)
�� ft -t) X �� X �ft - �
Total Cieon Sond Vo/ume: Volume Jrom Length+Votume from Width+Vo(ume Under Media
� ft3 ' � ft3 � � ft3 = �ft3
For a Mound on a slope greater than 1%
Ups(ope Volume:((Upslope Mound Heiyht - 1)x 3 x Bed Length)+2-cubic feet
(( 3.8 ft -t) X 3.0 ft X 63.0 )+2= 267.8 ft3
Downslope Volume:((Downslope Height- 1)x Downslope Absorption Width x Media Length)�2=cubic feet
(1 4.1 ft-1) X 16.0 ft X 63.0 )�2= 1579.2 ft;
Endslope Vo(ume:(Downslope Mound Heiqht- f) x 3 x Media Width =cubic feet
( 4•� ft-7 ) X 3.0 ft X 10.0 ft = 94.0 ft'
Tota(C(ean Sond Volume:Upslope Vo(ume +po��.ns(ope Volume +Endslope Vo[ume +Volume Under Media
267.8 ft3 + 1579.2 {il + 94A ft' + 1249.5 ft;- 3190.5
��ft3
Divide ft'by 27 ft'/yd'to calculate cubic yards: 3190.5 ftl • Z7 - ��g.2 yd3
Add 20%for construcWbility: ��g_� yda X � Z - �4� 8 d�
Y
C. Calculate Sandy Berm Volume:
Toto(8erm Volume(approx):((Avg.AAound Height-0.5 ft topsoil)x Mound Width x Mound Length)�2=cubit feet
( 4.0 _ 0.5 )ft X 44.2 ft X 87.8 )+2= 6756.4 ft3
Ta[al Mound Volume-Clean Sortd volume-Rock Volume=cubic feet
6756.4 f�3 _ 3140.5 {*3 _ 630.0 ft3 = 2936.0 3
ft
Divide ft'by 27 ft'/yd'to calculate cubic yards: 2936.0 ft; _ Y7 = 108_7 yd3
Add 20%for constructability: 708.7 yd' x 1.2 = 130.5 d3
Y
D.Calculate Topsoil Materia(Vofume:Toto!Mound Width X Total Mound LengYh X.5 ft
44•2 ft X 87.8 ft X 0.5 ft = 1939.6 ft'
Divide ft'by 27 ft'/yd'to calculate cubic yards: 1939.6 {rt' ; y = 71,g yd3
Add 20%for coratructabilitY� 71.8 yd3 x 1.2 = 86.2 '
�yd
�STP Pressure Distribution
Minnesota Poilution UNIVERSITY �:�� �:.
Design Worksheet � � -
Control Agency OF MINNESOTA ��1\�
ProjectlD: v 06.12.13
1. Media Bed Width: �� ft
2. Minimum Number of Laterats in system/zone = Rouded up number of[(Media Bed Width - 4) : 3] + 1.
( 10 -4 ) + � = r 3—�laterals Does not apply to ot-grades
�_J
3. Designer Selected Number of LaterQ(s: �laterats
Cannot be less thQn line 2 (accept in at-Qrades) .
4. Select Perforatinn Spacing: 3.0 ft - � __
,,.,�....................
��"`s�---
5. Select Perforation Diometer Size: 7/32 in - �
_�,___,o-.,
�,,,....�,.,.,..,,�,,, ,,... ,,............. ,,.,..,:,>,..,
6. Length of Lotera(s =Media Bed Length - 2 Feet.
63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge.
� Determine the Number of Perforation Spaces. Divide the Length of L�terals by the Perforation Spacinq
and round down to the nearest whole number.
Number of Perforation Spaces 61 ft - ��ft = 20 Spaces
Number of Perforations per Loteral is equal to 1.0 plus the Number of Perforo[ion Spaces. 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.
PerforQtions Per Loteral = 20 Spaces + 1 = 21 Perfs. Per Lateral
Kaximum N�rr�ber af Perioratioru Per Lat�al ta Guarantee<10�ti Discharge Variation
':';Inch P orabo�s 7132 Inch Perforations
Pe,�forataon Spac:ng(Feetl p�Pe Diameter tlr►chez) Perforation Spacing Pipe Diameter iinchesl
1 1? tti� 2 3 (Feetl 1 1� 1ti: 2 3
7 iQ 13 18 30 60 2 11 16 21 34 68
Z'�� 8 12 16 2� 54 2�: 1d 14 20 32 64
3 8 12 16 25 51 3 9 14 19 30 60
3'161nch Perforationz t:'S inch Perforations
Pipe Diameter(lnches) Perforation Spacir�g Ftipe�arneter linches}
Pe�forat�on Sparn�iFeetl
t tu 1t; 2 3 (F�,) 1 t� 1ti. 2 3
7 �2 18 26 4b 87 1 21 33 44 74 i49
`'' �2 �7 Zd �(.' $4 2� 20 30 41 69 135
3 12 16 12 31 75 3 20 29 38 64 128
9• Tota( Number of Perforotions equals the Number of Perforotions per Lotera( multiplied by the Number of
Perforated Laterals.
21 Perf. Per Lat. X ��Number of Perf. Lat. = 63 Totat Number of Perf.
10. Select Type of Manifo(d Connection (End or Center): [) End ❑ Center
11. Se(ect Latera(Diometer(See Tabfe): 2.00 in
OSTP Pressure Distribution
Minnesota Pollution Design Worksheet UNIVERSITY ��:'�� � :,
Control Agency OF MINNESOTA ��`��-
12. Calculate the SquQre Feet per Perforation. Recommended va(ue is 4-71 ft z per perforation.
Does not app(y to At-Grades
a. Bed Areo = Bed Width (ft) X Bed Length (ft)
10 ft X 63 ft = 630 ftZ
b. Square Foot per Perforation = Bed Area divided by the Tota(Number of Perforations.
630 ftz .- 63 perforations = 10.0 ft2/perforations
13. Select Minimum Average HeQd: 1.0 ft
14. Select Perforvtion Discharge (GPM) based on Table: 0.56 GPM per Perforation
�5• Determine required Flow Rote by multiplying the Tota!Number of Aerfs. by the Perforation Dischorge.
b3 Perfs X 0.56 GPM per Perforation = 36 GPM
16. Volume of Liquid Per Foot of Distribution Piping (Toble 1l): 0.170 Gatlons/ft
17. Volume of Distribution Pipin� _ _
Table 11- -- I
_ [Number of Perforated Laternls X Length of Laterals X (Volume of volume of Liquid in '
Liquid Per Foot of Distribution Pipingj p;Pe I
Pipe Liq d
C� X 61 ft X 0.170 gal/ft = 31.1 Galtons I, Diameter Per Foot
(inches) (Gallons)
18. Minimum Delivered Volume=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
I 2 0.170
manio pipe� i 3 0.380
� �- 4 0.661
� `_..---- _ __
� _-Cleanouts —'---- '---__ -
pipe from pump ' _
Manifold pipe�
lean outs
♦
• �• �
�
i
alternate laation - -
of i e from fllll � Alternate bcation
o(pipe from pump
Pi e from u
Comments/Speciat Design Considerations:
Loqs of Soil Borinqs
License#810
Location or Project: Lot 1 New Lot
Borings made by: Rusty Olson's Soil and Perc testing 9/15/2014-9/22/14
Classification System: AASHO ; USDS�USDS-SCS X ; Unified ; Other
Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe X
Boring Number_1_Surface elevation_1020.0_ Mottled Soil at 1.0 feet
0"-4" Dark brown loam 10yr4/2 H20 present at X
4"-12" Brown clay loam 10yr5/4
12"-24" Rusty brown clay loam 10yr5/4
Boring Number 2_Surtace elevation_1020.0_ Mottled Soil at_1.5_feet
0"-8" Dark brown loam 10yr4/2 H20 present at X
8"-18" Brown clay loam 10yr5/4
18"-24" Rusty brown clay loam 10yr5/4
Boring Number_3_Surtace Elevation_1020.4 Mottled Soil at 1.2 feet
0"-6" Dark brown loam 10yr4/2 H20 present at_X_
6"-14" Brown clay loam 10yr5/4
14"-20" Rusty brown loam 10yr514
Boring Number 4_Surtace Elevation_1020.4 Mottled Soil at 1.2 feet
0"-6" Dark brown loam 10yr4/2 H20 present at_X_
6"-14" Brown clay loam 10yr5/4
14"-20" Rusty brown loam 10yr5/4
Boring Number 5_Surface elevation_1d182_ Mottled Soil at 1.0 feet
0"-4" Dark brown loam 10yr4/2 H20 present at X
4"-12" Brown clay loam 10yr5/4
12"-24" Rusty brown clay loam 10yr5/4
Boring Number 6_Surface elevation_1019.9_ Mottled Soil at 1.2 feet
0"-6" Dark brown loam 10yr4J2 H20 present at X
6"-14" Brown clay loam 10yr5/4
14"-20" Rusty brown loam 10yr5/4
Percolation Test Data Sheet
Lic.#83�
Percolating test readings made by: Rusty Olson's Perc. starting at 10:28 A.M. On 7/23/14
Location: Proposed Lot 1
Nole number: 1
Date hole was prepared: 7/22/14
Depth of hole bottom_12"_ inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches �oil texture
0-4" Dark Brown Loam 10yr4/2
4"-12" Brown loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/22/14 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
10:38 10:53 6" 5.5 2.7
10:56 11:11 6" 5_5 2 �
11:12 11:27 6" 5 5 2,7
AVERAGE PERC. RATE 2.7 Mp�
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 10:28 A.M. On 7/23/14
Location: Proposed Lot 1
Hole number: 2
Date hole was prepared: 7/22/14
Depth of hole bottom_12"_inches, Diameter of hoie 6" inches.
Soil data from test hoie� —
Depth, inches Soil te�ure
�-$�� Dark Brown Loam 10yr4/2
8��-12'� Brown loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/22/14 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
10:39 10:54 6" 1.3 11.5
10:55 11:10 6" 1.3 11.5
11:13 11:28 6" 1.3 11.5
AVERAGE PERC. RATE 11.5 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 1
Hole number: 3
Date hole was prepared: 9116/14
Depth of hole bottom_12"_inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches Soi!texture
�-��� Dark Brown Loam 10yr4/2
6��-�2" Brown clay Loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water fiHing 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
9:40 1 Q:10 6" 2.5 12.0
1021 10:51 6" 2.4 12.5
10:54 11:24 6" 2_q �2 5
AVERAGE PERC. RATE 12.3 Mp1
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 1
Hole number: 4
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 Soil texture
0-6" Dark Brown Loam 10yr4/2
6"-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
9:41 10:11 6" 5.5 g 4
10:22 10:52 6" 5.5 5.4
10:53 1123 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 MPI