HomeMy WebLinkAbout2009-00423 - new septic CITY OF ORONO PERMIT NO.: 2009-00423
' 2750 KELLEY PARKWAY
ORONO,MN 55356- DATE ISSUED: 07/23/2009
952 249-4600 FAX: 952 249-4616
ADDRESS : 3045 WATERTOWN RD
PIN : 04-117-23-22-0028
LEGAL DESC : AUDITOR'S SUBD.NO.230
: LOT 000 BLOCK 000
PERMIT TYPE : SEPTIC
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : NEW
ACTIVITY : MOUND SYSTEM-SEPTIC
APPLICANT SEPTIC NEW 200.00
HAYES&SONS EXC.INC. STATE SURCHARGE SEPTIC 0.50
263 82ND STREET S.E.
MONTROSE,MN 55303- MISC FEE 0.00
(763)479-1762 TOTAL 200.50
Minnesota State License#:640 PAID WITH CC# 4286
OWNER
HALL,MR.&MRS.
3045 WATERTOWN RD
LONG LAKE,MN 55356
AGREEMENT AND SWORN STATEMENT
The work for which this permit is issued shall be performed according to
the approved plans and specifications,applicable City approvals,and the
State Building Code. This permit is for only the work described and does
not grant permission for additional or related work which requires separate
permits. All provisions of laws and ordinances governing this type of work
shall be compied with whether or not specified herein.This permit will
expire and become null and void if construction authorized is not
commenced within 180 days of the date of issuance,or if construction is
suspended for a period of 180 days at any time after work has commenced.
The applicant is responsible for assuring all required inspections are
requested in conformance with the State Building Code.This permit may be
revoked at any time for du taus
'27 3
Appli ant Permite ignature Date Nped By SiMature Date
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
¢0 City of Orono (0 FOR CITY USE ONLY
P.O. Box 66 T) �1
t 2750 Kelley Parkway Date Received:l Permit#oC�� q
.13
` eO
Crystal Bay, MN 5532SD
3
ti (952)249-4600 Amount: $
CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION
(All permits must be approved by the On-Site Septic Manager and/or Building Official)
W ..
Site Address:
Owner: 4c, ( Mailing Address: ��'`fes w��✓�w'ti1�s
City: Zip:
Home Phone: �!SZ� -7 0 Alternate Phone:
a . w
Contractor/ANN •. �. es S5 Contact Person:
�
Address: 2 3 5f S State License
City: Zip: Expiration Date:
Phone: 7 �`� `�' /2 .2 s�`� AlternatePhone:
„ TYPES OF OCCUPANCY
Residential ❑ Commercial ❑ Other
a.
'PER 'F tF.E-ES
New or Replacement System $200.00 -2-C-) CD
Repair Existing System 100.00
(Tanks or Drainfield)
State Surcharge .50 .50
Total $ 2 O b 5-1,;
V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc
1 /2
** ATTENTI
Fill in all appropriate blanks and check all appropriate bo
I will be installing the following:
Tanks
recast Concrete ❑ Fiberglass ❑ Plastic ❑ Other
(list manufacturer)
Number of Tanks:
Size of Tanks: 4DZ90
Treatment System
Trenches S.f.
Mound S.f.
Gravel less S.f.
Chamber s.f.
Final Cover/ Top Soil
to be borrowed from site (show location on site plan)
trucked in
The undersigned hereby applies to the City of Orono for issuance of a septic system
installation permit, agrees to do all the work in strict accordance with ordinances of the City
and regulations of the State of Minnesota and certifies that all statements made on this
application are complete, true and correct.
Signature of Applicant Date:
MPCA License No.:
Staff Review: Accept ❑ Denied
Reviewer: �,,.,� Date:
Reason for Denial:
Comments (to be printed on inspection card):
V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc
2 / 2
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson—WCA License#810
11481 Riverview Rd. NE,Hanover,MN 55341
(763)498-8779 Fax(763)498-8290
June 25,2009 OROM C WT
Bruce Hall 45Z '" t-
3045 Watertown Road
Orono,Hennepin County
This on-site Sewage Treatment System is designed for a Type 1 Three-bedroom home in accordance with
the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The periodically saturated soils were located at 22-24(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.
All neighboring wells are greater than 100 feet from proposed treatment areas.
The soils at a depth of 12"have a percolation rate averaging 3 MPI.
The existing tanks must be abandoned. ORONO COPY
The supply line must be insulated under the driveway.
All new tanks need to be insulated if there is less than two feet of cover over the top of the tanks and a filter
installed on the second tank.Clean outs must be installed on the end of the laterals for maintenance.
A pumping chamber will need to be installed to lift the effluent to the treatment area. The power supply and
switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A
warning device must be installed with light and sound devices;this is in case of a pump failure.The
manifold and supply line must have back drainage to the pump chamber.The rock and fill materials must
be 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.
Nothing other than gray water,(laundry,showers,etc.) Human water and toilet tissue should be
disposed of into the septic tanks. Garbage disposals are not recommended. Additives must not be
used,•they may cause harmful damage to your septic system. It is recommended that you pump the
tank every year for 1 tank,every two rears for two tanks.
Sincerely,
ORONO COPY (W
Joseph J.Olson WMC
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Minnesota Pollution Design Flow and Soil Worksheet
Control Agency
1. AVERAGE DESIGN FLOW:
Note: The estimated design flow is considered a peak
A. Estimated Design Flow(GPD): 450 ]gpd flow rate including a safety factor.For long term
performance,the average daily flow is recommended
or Measured Flow(GPD):flaw times safety factor to be<60%of this value.
gpd X � _ �gpd
Design Flow: 450 Gallons Per Day(GPD) System Type
B. Septic Tank capacity: 2000 Gallons 0 lYa I ❑Type a ❑Type is ❑Type ry ❑Tya V
Number of Septic Tanks or Compartments: Effluent Screen&Alarm? Y�
Table 1 Design Flag(Gallons Per Day) ` Table 9-Septic Tank Capacity
Number of Classification of Dwelling Number of Septic Tank Liquid Nnimum; Capacity with Garbage Disposal andfor
Bedrooms I g 111 IV Bedrooms C Gallons Pumped W Tank-
2 or less 300 225 180 3 or less 1,000 1,500
3 450 300 218
4 1 600 375 256 4 or 5 1,500 2,250
5 750 450 294 6 or 7 2,000 3,000
6 1 900 1 525 1332 8 or 9 2,500 3,750
•Flows for Classification IV dwellings are 60 percent of the values as determined for Classification I,11 or 111 systems.
2. SITE EVALUATION:
A. Depth to Limiting Layer: inches 1.8 t Texture Group
Sal[Texture Group M
Type of Sal Traaimmt and Dispersal Area Coarse Sand 1
B. AAedkxn Sand:. 2
O Trerdres O Bed O ft Grade OO Magid FW*swrd 3
00150 LoaawSand 4
um Lonny Sand 4
Type of Distr on Fine Lanny SaM 5
C. Very Fine loamy Sand 5
O Gravity Distribution Q Pressure oWrbow-Level O Remn DWr bWon-W&-M rse Sandy Lawn 6'
Loam 6
Fire' Loam 7
Very Fine Sandy loam 7
D. Landscape Position: on contour Lawn 8
Snit Lown 9
Clay Loam 10
E. Soil Texture Group Number: Silly,Clay Loam 10
Savuly Ctay Loam 10
arty Clay 11
F. Estimated Percent Land Slope: 8.0 Clay 11 Clay '1
or Rise Run
G. Calculated Slope = + = x 100
UNIiWYtlTW W.R[lOfA -''x.''..y
Minnesota Pollution Design Flow and Soil Worksheet _ fr`
Control Agency
3. SOIL LOADING RATES:Use either A.or B.below
A. 7080 Table IX' B. 7080 Table IXa
DETAILED SOIL DESCRIPTIONS(SOIL PIT PERCOLATION TEST LOADING RATE
REQUIRED) SIZING (GPDme)
Faster than 0.1" 0.00
Texture 0.1 to 5' 1.20
0.1 to 5 (soil texture 0.60
Texture groups 3 8 5)
Group 6 to 15 0.78
16 to 30 0.60
Structure 31 to 45 0.50
46 to 60 0.45
61-120 0.24
Grade Slower than 120 0.00
*Rapidly permeable soils:see 7080.2260
Consistence Slowest measured
percolation rate: 3.0
Select Soil
Loading Select Soil Loading Rate: 0.60
C. Design Loading Rate. 0.60 GPD/ft2
4. ORGANIC LOADING(if pretreatment is being used)
Organic Loading =Design Flow X Estimated C80D in mg/L in t 1,000,000 = lbs CBOD/day
gpd X mg/L X 8.35
Table III(7083.4030)
Treatment CBOD( /L)
Level A 15
Level B 25
Level
i hereby certify that 1 have completed this work in accordance with all applicable ordinances,rules and laws.
00,
Joseph J Ohm W25109
810
(Designer) (Signature) (License#) (Date)
Minnesota PolluMm
Mound Design Worksheet _ A �
Control Agency
1• SYSWM SMNG.-
A.
MNGcA. Design Flow(Flow B Soil- 1.A) : 450 GPD Table I
B. Soil Loading Rate(Flow Ft Soil-3.C): 0.60 GPD/ftp FUND CONTOUR LOADING RATES:
Measured Texture-derived Contour
C. Depth to Limiting Condition: 1.8 ft pert Rate OR mound absorption ra Loading
Rate:
D.Percent Land Slope: $•0 % 60mpi 1.0, 1.3,2.0,2.4,2.6 -- s12
E. Design Media Loading Rate: 1.2 •-
61-120 mpi OR 5.0 s6
F. Mound Absorption Ratio(1.E+1.B): 2.00
=120 mpi
G.Design Contour Loading Rate: 12-0 GPD/ft - -
(Fram Table 1-same as Linear Loading Rate)
2. DISPERSAL MEDIA SMNG
A. Calculate Required Dispersal Bed Area:Design Flow (1.A)+Design Media Loading Rate (1.E)=ft2
450 GPD+ L20 GPD/ftZ = 375.0 fe
If a larger dispersal media �-�
area is desired,enter size: ftp
B. Calculate Dispersal Bed Width:Contour Loading Rate (14)+Design Media Loading Rate (1.E)=Bed Width
12.0 ft + 1.2 gpd/fe _ 10.0 ft
C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A)+Bed Width (2.8)=Bed Length
375.0 fe +L 1050., ft = 37:5 ft
D. Select Dispersal Media: O Rock
E3 Other Approved Media
3. ABSORPTION AREA SMNG
Note:Mound setbacks are measured from the Absorption Area.
A. Calculate Absorption Width:Bed Width (2.8)X Mound Absorption Ratio (1.F)=Absorption Width
10.0 It X 2:0 _ 20.fl ft
B. For slopes from 0 to 1%,the Absorption Width is measured from the bed equally in both directions.
Calculate Absorption Width Beyond the Bed:Absorption Width (3.A)-Bed Width (2.B)-*2=Width beyond Bed
( ft - ft) + = 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 (2.6)=ft
20.0 ft - 10.0 ft = iflA ft
Comrnertc
4. MOUND SIZING
A. Calculate Clean Sand lift: 3 feet minus Depth to Limiting Condition (1.C)=Clean Sand Lift (1 ft minimum)
3.0 ft - 1:8 ft = 1.2 ft
B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height
1.2 ft + 10 ft + 1.0 ft= 3.2]ft
Select Upslope Berm Multiplier
C. (based on land slope): 4.00 (figure D-34)
D. Calculate Upslope Berm Width:Multiplier (4.Q X Upslope Mound Height (4.6)=Upslope Berm Width
4.00 1 x 3.2 ft = 12,0 ft
L Calculate Drop in Elevation Under Bed.-Bed Width (2.6) X Land Slope (1.D)+100=Drop (ft)
10.0 1 x 8.0 % + 100- 0.8 ft
F. Calculate Downslope Mound Height.Upslope Height (4.6)+Drop in Elevation (4.E)-Downslope Height
3.2 ft + 0.8 ft = 4.0 ft
Select Downslope Berm Multiplier
G. (based on land slope): 5.88 (figure D-34)
H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.17)=Downslope Berm Width
5.88 1 x 4.0 ft = 20:0 ft
1. 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: 20.0 ft
K. Select Endslope Berm Multiplier: 1 3-00 (wally 3.0 or 4.0)
L Calculate Endsiape Berm (4.K)X Downslope Mand Height (4.F)=Endslope Berm Width
3.00 1 x 4.0 ft = 12.0 ft
M.Calculate Mound Width:Upslope Berm Width(4.D)+Bed Width (2.6)+Downslope Berm Width (4.J)=ft
12.0 1 ft + 10.0 ft + 20.0 ft - 42.0 ft
N. Calculate Mound Length:Endslope Berm Width (4.1-)+Bed Length (2.C)+Endslope Berm Width (4.1-)=ft
12.0 ft + 37.5 ft + 12.0 ft = 61.5 ft
D•34:S1w MukiOw Todds
Lind Slope% 1 0 1 1 1, 2.1,3 '1 4 1>5 1 6 1 7 1 8 1 9 1 10 -111 12 1 13 1 14 1 15 1 16 1 17 1 18,1_19 1 20 1 31-1 22 1 23 1 24 1 25
UpSlope 3:1 3.OD 2.91 2.83 L75 2.68 2.61 2.S4 2.48 2.42 2.36 2.31 2.26 2-21 2.17 2.13 2.G9 L061 2.03 1 LOCI 1.97 11.9511.931 1.91 1 1.89 I 1.87 I 1.85
Berns Rad10 4:1 4 3AS 3.70 3.57 3.fi 3.33 3.23 3.12 3.03 2.94 2-86 2:78 7-70 2.62 2.55 2.46 L41 I L35 I L29 I L23 12.18 L13 LLOB I 2.03 11.98 11.93
Lind-Slope% 1 0 1-1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 It 1 12 113 1:14 1 15 1 16 1 17 1 38 1 19 1 20 1 21 1 22 23 1 24 1 25
DO'il1 kve 3:1 LODI 3.09 3.15 3.30 3.4I 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 4.95 5.24 5.55 5.88 1 6.24 16.63 17.04 1 7.47 I 7.93 I 8.12 I L93 I 9.•16 I AM
Berm fiatlo 41I 4.OD 4.17.1.35 4.54 4.76 S.00 5.26 5:36 5:88 L25 6.67 7.1.1 7.64 8.29 8.92 9.97 10.7a IL941 11.67 1242 13.19 13.99 114.82115.67116.54 117.W
5. ORGANIC LOADING:(Optimal)
A. Organic Loading = Design Flow X Estimated CBOD in mg/L in the effluent X 8.35+1,000,000(See Table 111)
I X1 _1mg/L X 8.35+1,000,000 = lbs CBOD/day
L Calculate System Organic Loading:lbs C13W (5.A)+Bed Area (2.A) =lbs/day/fe
lbs/day + fe - lbs/day/fe
Table III (7083.4030)
Treatment CBOD (mg/l.)
Level A 15
Level B 25
Level C 125
6. MOUND DIMENSIONS
� ---------Upslope (4.D) --- 12.0 ----- ---------- �..
I �
{ t
t i
1 i
I I
Endsto 4.L Dispersa.l Bed: (2.B " 2.C) � Endslo 4.L
12.6 12.0
10.0 37.5 1
� e rt3 i
i � t
O � `
---------------------------Downslope (4.J)
J 4 �
{=J ------------ =�-----�-
Total Mound Length (4.N)__ 61'5
4" inspection pipe
18' cover on top
Upstope berm (4.D) Downst berm 4.J 20.0
i 2.0 12" cover on sides
(6" topsoil)
12 Clean sand lift (4.A)
Absorption Width (3.A) - --� �-
Note: 20A
For 0 to 1%slopes, Abssorpt/on Wdth is measured from the Bedequally in both directions.
For slopes >1%, Absorptlon W7dth is measured downhill from the upstope edge of the Bed
commer*r.
Divert wrface water away frown wound.
7. APPROXIMATE MOUND MATERIAL CALCULATIONS:
A. Calculate Bed (rock) Volum : Bed Length (2-C)X Bed Width (2.6)X Depth =Volume (ft3)
37.5 ft X 10.0 ft X 1.0 - 375.0 ft3
Divide ft?by 27 f3/yd3 to calculate cubic yards:
375.0 ft3 + 27 = 1 13.9 yd3
Add 20%for constructability: 13.9 yd3 X 1.2 = 16.7 yd3
B. Calculate Clean Sand Volume:
Upslope Volume: ((Upstope Mound Height - 1)x 3 x Bed Length)+2=cubic feet
(( 32 ft -1) X 3.O ft X 37.5 )+2= 121,9 ft3
Downslope Volume: ((Downslope Height- 1) x Downslope Absorption Width x Media Length)+2=cubic feet
(( 4 0 ft-1) X 10`.0 ft X 37.5 )+2= 556.3 ft?
Endstope Volume: (Downslope Mound Height- 1) x 3 x Media Width =cubic feet
{ 4.0 ft-1 ) X 3.0 ft X 10.0 ft = 89.0 ft3
Volume Under Rockbed:Average Sand Depth x Media Width x Media Length =cubic feet
1.6 ft X 10;0 ft X 3T.5 ft = 581.5 ft3
Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media
1211.9 ft? + 556.3 ft? + 89.0 ft3 + 587.5 lw= 1354.6 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1354.6 ft? + 27 50.2 yd3
Add 20%for constructability. 50.2 yd3 X 1.2 = 60.2 yd3
C. Calculate Sandy Berm Volume:
Total Berm Volume(approx): ((Avg.Mound Height-.5 ft topsoil)x Mound Width x Mound Length)+2=cu.ft.
0.5 )ft X #ZO ft X 61;5 )+2= 3960.6 ft?
Total Mound Volume- Clean Sand volume-Rock Volume=cubic feet
3960.6 ft? - 1354.6 ft? - 375.0 fe = 2231.O�ft3
Divide ft?by 27 ft?/V&to calculate cubic yards. 2231.0 1 ft3 + 27 = $2.6 y&
Add 20%for constructability: 8Z6 yd3 x 1.2 = 99.2 yd3
D. Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X.5 ft
42.0 ft X 61.3 ft X 0.5 ft 1291.5 ft3
Divide ft?by 27 ft?/y&to calculate cubic yards: 1291.5 1 ft3 + 27 = 47.8 yds
Add 20%for constructabitity: 47.8 yd3 x 1.2 = 57.4 yd3
I hereby certify that 1 have compiolad this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson 810 6/25/09
(Designer) (Signature) (License#) (Date)
IMIYEtSffYW MtR'K69pf.
Pressure Distribution Design - -
Minnesota Pollution Worksheet 7
Control Agency
1. Select Number of Perforated Laterals(2-3 foot spacing)
m
3• 2•of rods
2. Select Perforation Spacing(<9 ft !perforation)
Note:Must use 2 feet for media filters 9•ofrodc
3. Select Perforation Diameter 1/4 inch
Pafaa9on ,ti.to'A"
Pubradon qmft 2-a 3-
4 Length of Laterals =Media Bed Length-2 Feet. Perforation can not be closer then 1 foot from edge.
38 - 2ft = 36 it
5. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 4)by the Perforation Spacing (Line 2)and
round down to the nearest whole number.
Number of Perforation Spaces = 36 ft ft = 12 Spaces
6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5).
Perforations Per Lateral = 12 Spaces + 1 13
Check Table I to ensure that the number of perforations per lateral guarantees less than a 1OX disdfarge variation.
Table 1 Mwdmum Number of Perforations Per Lateral to Guarantee 0096 Discharge Variation
'/,indi Holes 71"Inch doles
Perforation Pipe Diameter(inches) Perforation Pipe Diameter(Inches)
Spacing(Feet) 1 1% 1% 2 3 Spacing(Feet) 1 1% 1% 2 3
2 10 13 18 30 6.0 2 11 16 21 34 68
2% 8 12 16 28 54 2% 10 14 20 32 64
3 a 12 16 25 52 3 9 14 19 30 60
3/,s inch Holes '/s inch Holes
Perforation Pipe Diameter(Inches) Perforation Pipe Diameter(Indies)
Spacing(Feet) 1 134 1% 2 3 Spacing(Feet) 1 1% 1% 2 3
2 12 i8 26 46 87 2 21 33 44 74 149
23A 12 17 24 40 8o 2% 20 30 41 69 135
3 12 16 22` 37' 75 3 20 29 38 ' 64- 128
7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of
Perforated Laterals (Line 1).
13 Perf.Per Lateral xNumber of Perf. Laterals = 39 Total umber of Perf.
Calculate the Square Feet per Perforation
8. Bed Area = Bed Width(ft)X Bed Length(ft)
10
it x 38 ft = 380 fe
9. Square Foot per Perforation =Bed Area (Line 8)divided by the Total Number of Perforations (Line 7).
380 ft2 a 39 perforations = 9.74 fe/perforations
Recomriended value is 4-10 ft2 per perforation. Does not apply to At-Grades
CONTINUED ON NEXT PAGE
Pressure Distribution Design w
Minnesota Pollution
ConWorksheet
trol
�►9�Y
Table 11
10. Select Minimum Average Head: 1.0 ft Volume of Liquid in
11. Select Perforation Discharge (GPM)based on Table 111: 0.74 GPM per Perforation Pipe Pipe Liquid
12. Determine required Flow Rote by nwltiplying the Total Number of Diameter Per Foot
Perforations (Line 7)by the Perforation Discharge (Line 11). (inches) (Gallons)
1 0.045
39 Perforations X 0.74 GPM per Perforation 29 GPM 1.25 0.078
1.5 0.110
13. Select Type of Manifold Connection (End or Center): End 2 0.170
U. 3 0.380
. Select Minimum Diameter of laterals based on Table 1: 138
.50 in 4 0.661
Table II
Determine Volume of Distribution Piping Pierkwation Di (Gine,
15. Pipe Diameter of Distribution Pipe 2.00 in
Perforation Diameter
Head(ft) ��. 3/t. Thu
16. Volume of Liquid Per Foot of Distribution Piping: 0.170 Gallen 1.D' 0.18 0.41 0.56 0.74'
2.e0.26 0.99 0.80 1.04
5. 0.41 0.93 1.26 1.65`
a:Use 1.0 for dwellings using 1/4 Inch or 3/16 itch
holes.
17. Volume of Distribution Piping = b:Use 2.0 for dwellings using 118 Inch holes;or,for
other establisliments using 114 inch or 3/16 inch
_[Number of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X holes.
(Volume of Liquid Per Foot of Distribution Piping(Line 16)] c: Use 5.0 for other establishments using 1/8 inch
perforations and media filters.
Qx 36 x 0.170 = 1$.36 Gallons
------ ---- man pipe�
i
' ` p�from pump
It I
Ammate loc3cm outs
of pipe from pump 8 •
tion
aftemate loca
Pipe fiom of from
I hereby certify that 1 have completed this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson /"' 810 6/25/09
(Designer) (Signature) (License#) (Date)
U11vlWIYQ WKMOON
Pump Selection Design `
•sore
S`l�C;r
Minnesota Pollution Worksheet `'-
Control Agency
1. PUMP CAPACITY
1. Pumping to Gravity Distribution
A. Minimum discharge is 10 GPM(15 GPM recommended) GPM
B. Maximum discharge is 45 GPM.
2. Pressure Distribution-See Pressure Distribution Worksheet
®vdMaa,ad SSTS O Cakction 9vaem
Required Flow Rate (Line 12 of Pressure Distribution Worksheet) 29 GPM
C. Distribution to: 0Soil Treatment Unit E3Media Fitter 0ATU E3 Other
2. HEAD REQUIREMENTS
aeatmeM
3. Elevation Difference 1 14 ft a or
:y
between pump and point of discharge: rte`
4. Distribution Hem Loss: 5 ft
6aratim
CMINUM
Additional Head Loss: Ift ---
(due to special equipment,etc.) .
Distribution bead Loss Friction Low in Plasdc Pipe per 100 ft
Gravity Distribution-Oft C=130
Pressure Distribution based on Minimum Average Head NmWnal Pipe Diameter
Value on Pressure Distribution Worksheet: Fkpw Rate 1 114 1% 2 3
Mnimum Avenage Hand Distribution Head Lcros
1ft 5ft 10 9.11 3.06 1:27 0.31
2ft Eft 12 12.77 4.31 1.78 0.44 -
5ft loft 14 16,89 6.74 2.36 0.58
Friction Loss 16 - 7.35 3.03 0.75 0.10
5. A.Suppty Pipe Diameter. 2.00 inches 1 9.14 3.78 0,93 0.13;
20 11.11 4.68 1.13 0.16
25 - 16.79 6.92 1.71 0.24
B. Y Pipe Length: 147 Feet 30 -- 1 - 9.691 2.39 0.33
NOTE:IF system is an Individual subsurface sewage treatment system,
35' - 12.901 3.18 0.44
complete steps 6,7 acrd 8. If system is a Collection System,skip steps 6, 40 -- - 16.52 4.07 0.57
7 and 8 and go to Step 9. 45 -- 6.07 0.70
6. Based on Friction Loss in Plastic Pipe per 100ft from Table I: 50 - - -- 6.16 0.86
55` _ 7.35 '1.02
Friction Loss- 2.23 ft Per 100ft of pipe 60 --- --- -- 8.63 1.20
65 - 10.01 1.38
7. Determine Equivalent Pipe Length from pump discharge to soil dispersal 70 111.481 1.60
area discharge point. Estimate by adding 25%to supply pipe length for
fitting loss. Supply Pipe Length(5.8) X 1.25-Equlvolent Pipe Length
147' ft x 1.25 183.T5 ft
a. Calculate Supply Friction Loss by multiplying Friction Laic Per 100ft (Line 6)by the Equivalent Pipe Length (Line 7)and divide by 100.
Supply Friction loss=
2.23' ft per 100ft x 183.75 ft 100 = 4.09 it
Pump Selection Design 's
Minnesota Pollution Worksheet
ME
Control oo��.,� r1
9. Equivalent length of pipe fittings. Equivalent Length Factors(R.)for PVC Pipe
Fittings
Section 9 is for Collection Systems ONLY and does NOT, to be Pipe Diameter(in.)
comrpleted for individual subsurface sewage treatment systema. FittingT 1% 2 3
Quantty X Equivalent Length Factor=Equivalent Length Gate valve 1.07 1.38 2.04
90 Deg Elbow 4.03 5.17 7.67
45 Deg Elbow 2.15 2.76 4.09
Fitting Type Quantity Equivalent Equivalent Tee-Flow Thru 2.68 3.45 5.11
Length Factor Length(ft) Tee-Branch Flow
Swing Check Valve 13.-00 17.20 25.50
Gate Valve X Angle Valve 20.10 25.80 38.40
90 Deg Elbow X _ Globe Valve 45.60 1 58.60 86.90
Butterfly Valve - 7.75 11.50
45 Deg Elbow X
Tee-Flow Thru X _
Tee-Branch Flow X = NOTE:Equivalent length values for PVC pipe
Swing Check Valve X - fittings on based calculations using the Hazen-
Williams Equation. See Advanced Designs for SSTS
Angle Valve X _ for equation. Other pipe material may require
different equivalent length factors. Verify other
Globe Valve X equivalent length factors with pipe material
Butterfly Valve X _ manufacturer.
Valve 10 X _ NOTE:System installer should contact system
designer if the number of fittings varies from the
Valve 11 X _ design to the actual installation.
A. Sum of Equivalent Length due to pipe fittings: ft
B. Total Pipe Length -Supply Pipe Length(5.B)+Equivalent Pipe Length(9.A.)
0 + Q - Ofeet h= 0.128*L*Q-"2
C. Friction toss due to pipe fittings and supply pipe(h): 100*D4.11611
( 0.128 X Total Pipe Length(9.6) X Flow Rate'- ) + { 100 X Pipe Diameterxem )
( 0.128 X II X1.852 ) ,. ( 100 X 11 .8655 )- ft
10. Total Head requirement is the skin of the Elevation Difference (Line 3),the Distribution Head Loss(Line 4),Supply Friction
Loss(Line 8),and Friction Loss from the Supply Pipe and Pipe Fittings-if collection system(Line 9.C)
NOTE:Supply Friction Loss(Line 8)need ONLY be used if NOT a collection system.
NOTE:Friction loss from the Supply Pipe and Pipe Fittings(Line 9.C)need ONLY be used if system is a collection system.
'14.0 ft + 5.0 ift + 4 ft E= _ 23.1 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 29 GPM(Line 1 or Line 2)with at least 23 feet of total head.
1 hereby certify that 1 have co npleled this work in accordance with all applicable ordinances,noes and laws.
06/25/09
Joseph J Olson 810
(Designer) (Signature) (License#) (Date)
Loss of Soil Borings
License#810
Location or Project: 3045 Watertown Road
Borings made by: Rusty Olson's Soil and Perc testing 6/25/2009
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 99.2_ Mottled Soil at 1.8 feet
0"-12"Dark brown loam 10yr3/2 H2O present at X
12"-22"Broom loam 10yr4/4
22"-30" Rusty brown loam 10yr5/4
Boring Number 2_Surface elevation_99.2_ Mottled Soil at 2.0_feet
0-12"Dark brown loam 10yr3/2 H2O present at—X-
12"-24"Brown loam 10yr4/4
24"-30"Rusty brown loam 10yr5/4
Boring Number_3_Surface Elevation_98.6 Mottled Soil at_1.7 feet
0"-8"Dark brown loam 10yr3/2 H2O present at X-
8"-14"Brown loam 10yr4/4
14"-20"Brown loam 10yr5/4
20"-30"Rusty brown loam 10yr6/4
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 10:50 A.M. On 6/23/09
Location: 3045 Watertown Road
Hole number. 1
Date hole was prepared:6/22/09
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 10yr312
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 6122/09 At 2:00 P.M. depth of initial water filling 12 inches
above 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 H2O Perc Rate
11:03 11:18 6" 4.7 3.2
11:21 11:36 6" 4.6 3.3
11:37 11:52 6" 4.5 3.4
AVERAGE PERC. RATE 3.3 MPI
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 10:50 A.M. On 6/23109
Location: 3045 Watertown Road
Hole number.2
Date hole was prepared:6/22/09
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 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 6/22/09 At 2:00 P.M. depth of initial water filling 12 inches
above 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 H2O Perc Rate
11:04 11:19 6" 4.7 3.5
11:20 11:35 6" 4.6 3.6
11:38 11:53 6" 4.5 3.6
AVERAGE PERC. RATE 3.6 MPI
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE SCHEDULED
PERMIT NO. COMPLETED
ADDRESS 3 O—t s- ( J A "1- "YOc.J IJ KeA
OWNER jar jca NA 1, 1 CONTR. KQT-tq
TELEPHONE NO.
0
DESCRIPTION
tAj ❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/Ft
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS
h ❑ INSULATION ❑ WOOD BURNER/FIREPLACE
Q ❑ TREE REMOVAL
Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION
Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS
❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT
Q ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP
❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL
v ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL
OWNER/CONTRACTOR TO MEET YOU:_YES_NO
cam., COMMENTS:
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❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
V BEFORE COVERING
PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN
INSPECTOR WILL RETURN ❑CITATION ISSUED
❑STOP ORDER POSTED.CALL INSPECTOR
❑INSPECTION REQUIRED.CALLTO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
Owner/Contractor on site:
Inspector.
White Copyllnspectoes File Canary Copy/Site Notice
-B —4:;� �?
CITY OF ORONO CALLED IN
7 D T TIME
INSPECTION NOTICE -7l0: 00
PERMIT NO. -�® °13 COMPL ED
ADDRESS
OWNER CONTR. y -5
TELEPHONE NO. 6 Q/7
DESCRIPTION Q
❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/FILLING
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS
y ❑ INSULATION ❑ WOOD BURNER/FIREPLACE
O El TREE REMOVAL
Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION
Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS
❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT
v ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP
❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL
v ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL
OWNER/CONTRACTOR TO MEET YOU:_YESj NO
COMMENTS: r �''� ���Iz ae,�
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W ❑C RRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
C1 BEFORE COVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN
INSPECTOR WILL RETURN ❑CITATION ISSUED
ElSTOP ORDER POSTED.CALL INSPECTOR
❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
Owner/Contractor on site:
Inspector. o ®� E.
White Copy/Inspector's File Canary Copy/Site Notice