HomeMy WebLinkAbout2009 - 00720 - new septic CITY OF ORONO PERMIT NO.: 2009-00720
2750 KELLEY PARKWAY
ORONO, MN 55356- DATE ISSUED: 10/19/2009
(952) 249-4600 FAX: (952) 249-4616
ADDRESS : 4701 WEST BRANCH RD
PIN : 07-117-23-22-0016
LEGAL DESC : WEST BRANCH ACRES
: LOT 001 BLOCK 001
PERMIT TYPE : SEPTIC
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : NEW
NOTE:
PRECAST CONCRETE-(3)TANKS-SIZE OF TANKS-1250
MOUND SYSTEM- 10 X 63 SQ.FT.
APPLICANT SEPTIC NEW 200.00
PRIDE CONSTRUCTION&EXCAVATING STATE SURCHARGE SEPTIC 0.50
9450 WEST HILL ROAD
WATERTOWN,MN 55388 MISC FEE 0.00
(952)475-2928 TOTAL 200.50
OWNER
ALBERTSON,DAVID&WENDI
4701 WEST BRANCH RD
MOUND,MN 55364-
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
revo e at any time fo
,eer.", //7 0 9' API"' / 70, /Oji D lc
Applicant Permitee Signature Date Iss,r(By Signature Date
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
¢O City of Orono jFO�RpCII USE ONLY -yam '�f�/�'7
_ 1' 2750 Kelley ParkwayDate Received/ / 461 Permit#�� (J�/ 7./v /
y
Crystal Bay, MN 55323 :,q0 CTS
�•�,��•� (952)249-4600 Amount: $ w�''J�-'
CITY OF ORONO - SEPTIC SYSTEM PERMIT APPLICATION
(All permits must be approved by the On-Site Septic Manager and/or Building Official)
Site Address: ( /eet,
Owner: )KZA/V /14r-/$17 Mailing Address:
City: p/'O/?D Zip: 535 2
Home Phone: Alternate Phone: ZO 2 -q 7 'a.
Contractor/-Applicant Infor-a at an
Contractor/App.:7),iJeCYf rrf 4-Casefeotiltact Person: l Sedo(=z7.-6_,
Address: 97$ •"(d6/r.7( heel ekI State License #: 2 3 5-0
City: pUGZ ,-TO1.-Az Zip: .C.C.? 8 Expiration Date: dt/o r/ - 2 o /O
Phone: 72 �P'6-rs'e Alternate Phone: 6/2 S32- ,11'1Z_
TYPES C P N
pl Residential ❑ Commercial ❑ Other
'PER IT'T PE ND EE'S
New or Replacement System $200.00 -
Repair Existing System 100.00
(Tanks or Drainfield)
State Surcharge .50 .50
Total $ 2Oo
V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc
1 / 2
IA4C P' ' ; gV < ,4;11
$ s •63• as-
"$
I will be installing the following:
Tan s
Precast Concrete I I Fiberglass ❑ Plastic n Other
(list manufacturer)
Number of Tanks: 7
Size of Tanks: ( 250
Treatment System
Trenches s.f.
Mound /6 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 .���� I�� �� �, Date:
eco
MPCA License No.: 03c()
Staff Review: I Accept ❑ Denied
Reviewer: / / 4110/1 Date: /(71' t'" 0 Cr
Reason for Denial:
Comments (to be printed on inspection card):
V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc
2 / 2
•
LI-761 i w- iSrsanck
Rusty Olson's--Soil and Percolation Testing
Joseph.1.Olson--MPCA License#810
11481 Riverview Rd. NE, Hanover,MN 55341
(763) 498-8779 Fax(763)498-8290
November 29,2008
David Albertson
4701 West Branch Road
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"-16"(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' from proposed treatment areas.
The soils at a depth of 12"have a percolation rate averaging 20 MPI.
The existing septic tanks from the burnt down house must be abandoned.Two new 1250 gallon septic tank
needs to be installed to meet local codes.A 1250 gallon lift station must be installed to meet this design.
A tank filter and lateral clean outs must be installed.
Use 7/32 inch perforations on the laterals.
Keep all heavy Equipment off the proposed treatment areas before during and after construction.
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
tanks every two years.
s' cerely, CITY OF ORONO
SEPTIC PERMIT N RE) E}
INSPECTOR %L� ��r
Joseph J.Olson DAT a,22-geitMITNO.,
APPROVED AS SUBMITTED
C APPROVED WITH CORRECTIONS AS NOTED
C NOT APPROVED-CORRECT&RESUBMIT
These comments arc for your information. All work shell be dues
in full compliance with all applicable septic and zoning code.
Requirements including items not specifically noted in this review.
KELP THIS PLAN SET ON SITE AT ALL TIMES
. • _________ _. __ ._v,./_ s-17__ _ e,i_quoc..1-t Ron\'‘
1
Z Il i
f:
frt-
....,
1.-----
VCtvi
r..."
c---
CC:
\
)\
........
ss... ...... '...'''',...
: : _......, ..................,.......N
.......
.",.. ...''
v-
.......,,,,
in \
----,
pc-
P-•-• ',...
IkaI ""......
C •E
4:A
I 11;
--i,
m
I r-
\\..\ 0.
-
rs
La -.--'
rt
\ .
\
D.
---\\ \ _ ---•
C -\\
rt.
...--
.—.. c....— 1.".
f. w gs -6; •,..____ -
= -
SI 2.. J I gi
09
rt.3"I t g3
0
0 i se
-4
C7 17
B-
o F cr
fp a 1-, ,.
ii-..
0. \ I
0. ..., 0. t—:?,—
pi 3 - . ,
Lb(1 3
-- • x .
a ,. .-
,, ,
_ 'z D • . ..
...----.-- .
if •'''. ..., "<',
a
" I
" 0 a • 0 ?i-f-,
2-ig F.-_- . C,3=•• ,4°'
..., . ,
o - ,-,3.00. . 6•• 'II . ,_.. .-4- 7
,..k
..... .....* , q 0
. ....
4
-.D
. „ .5. ' V 1 v
CL It — '" • — -\ ' lik ''
Jo .,,: :..:•' ,5, :
,'",‘, 'I 7 c\. .:2 7-N____-7-7 / • 1 -c.'- .
•--V ?C., .44/11111P114-1 /
6"
C —il
til c ,.... • 1
.-C C•••• 71 --' -41) ' .
4 12 Z.1
ZI
...)
-4
I
1/1
1
Lt \ NO
= •to , L
c1.....
r..-
\ i
Illigli I 11 1
:t: I IP
Plitt .tillt- 1i ...
rrilfillir
ix
'. 4 - '-''' /•,
givsiziiitg ,
?VII1 hell
Pt Cii 1 Vanvi t
Tv g S�
lsti4 5
— *.lp!ill:IPPII
II[1flFI;
111/ l
rasor -I
N -ir 1 P'; 1 i% .
tn
E 7.- 1 _ if _l_
rz,-; t •
w r ^1
-p +n g• - . '2.
. ' N �:
t .41
♦- Ob _ _P
il 6
0,� iti vri o M
\16--.. ,---'
gilditc- 1 - fp,: \-1 - 1
ri .
; ii
a . ,
Do
p , ,
o„ al agA 2
91. 9.1 tZ
Et a , _
. (,11 raIA; . L- ,
Z p a70 v
;A 1; \
FliF
1, fa
a � �� gI o
, y A � 1
P.
'`! O1� ry . .
A ono( A i
tl
t
a
V
e C
\J / _ iii
LNI .teg.
,.. ? ,. 1 /
IP 7 a 1 -II
frig c, °1
s - , :- 1; r1g k .. ,
! a _p
i•91 ai11 1
11E11
Fr
m , Rallwil
O
. rO `' A(( aVIVI. WteY v •
izz
'16 11111
10 1PrPr
� 11'
�n
, G,
Ii rffIl° A
tx M 4' � �
m 0
O o
1 Cl)
M
Design Flow and Soil Worksheet u }r
.1. AVERAGE DESIGN FLOW: �..
A. Estimated Flow(GPD): 750
or Measured Flow(GPO):flow times safety factor god X = gPd
Design Flow: 750 Gallons Per Day(GPD)
B.Septic Tank capacity: 2250 Gallons
'Note:If a garbage disposal unit or other appliance with garbage grinding abilities
Number of Septic Tanks or Compartments: 0 (i.e.dishwashers)is anticipated or installed,or if sewage is pumped to the septic
tank,the septic tank capacity must be increased by 50%and multiple tanks or
compartments must be used,plus an effluent screen with an alarm.
Effluent Screen&Alarm? Yes
Table I-Design Flow(Gallons Per Day) Table II-Septic Tank Capacity
Number of Bedrooms Classification of Dwelling Number of Bedrooms Septic Tank Liquid Minimum Capacities Capacity with Garbage Disposal and/or
I II III IV (Gallons) Sewage Pumped to Tank`
2 orless 300 225 180 3 or less 1,000 1,500
3 450 300 218 • 4 or 5 1,500 2,250
4 600 375 256 • 6 or 7 2,001) 3,000
5 750 450 294 8 or 9 2,500 3,750
6 900 525 332 '
'Flows for Classification IV dwellings are 60 percent of the values as determined for Classification I,11 or III systems.
2. SITE EVALUATION:
A.Depth to Limiting Layer: 16 inches 1.3 ft Table Ill
B.Maximum Depth of system: -20 inches -1.7 ft Treatment Levels of BOD BOD(mg/L)
(a negative number means a mound system is required) Level C 125
C.Type of Soil Treatment and Dispersal Area: Mound
Level 6 25
D.Type of Distribution: Level Pressure Distribution Level A 15
E. Landscape Position: on contour
F. Soil Texture Group Number: 8 Rise Run
G.Percent Land Slope: 7.0 % Slope = x 100=
3. SOIL LOADING RATES:Use either A.or B.below
A. 7080 Table IX B. 7080 Table IXa
DETAILED SOIL DESCRIPTIONS(SOIL PET REQUIRED) Texture Group
PERCOLATION TEST SIZING LOADING RATE(GPD/ft2) Soil Texture Group#
Texture Loam
Coarse Sand 1
Faster than 0.1' 0.00 Medium Sand 2
Texture Group g 0.1 to 5' 1.20 Fine Sand 3
0.1 to 5(soil texture groups 3 Et 5) 0.60 Coarse Loamy Sand 4
Medium Loamy Sand 4
Structure Platy6 to 15 0.78 Fine Loamy Sand 5
16 to 30 0.60 Very Fine Loamy Sand 5
31 to 45 0.5o Coarse Sandy Loam 6
Grade Weak 46 to 60 0.45 Medium Sandy Loam 6
61-120 0.24 Fine Sandy Loam 7
Slower than 120 0.00 Very Fine Sandy Loam 7
Consistence Loose 'Rapidly permeable soils:see 7080.2260 Loam 8
Silt Loam 9
Clay Loam 10
Select Soil Slowest measured percolation rate: 20.0 Silty Clay Loam 10
0.60
Loading Rate: Sandy Clay Loam 10
Silty Clay 11
Select Soil Loading Rate: 0.60
Sandy Clay 11
Clay 11
C. Design Loading Rate: 0.60
-
4. ORGANIC LOADING(if pretreatment is being used)
Organic Loading=Design Flow X Estimated BOD in mg/L in the effluent X 8.35+1,000,000(See Table III)
gpd X mg/L X 8.35 1,000,000 = lbs BOD
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
Joseph Olson 810 11/29/2008
(Designer) / Signature) (License#) (Date)
UNIVERSITY OF MINNESOTA
• Mound Design Worksheet
1. SYSTEM SIZING: ---��✓
A. Design Flow: 750 GPD
B. Soil Loading Rate: 2.00 ft2/GPD
Table I
C. Depth to Limiting Layer: 1.0 ft MOUND CONTOUR LOADING RATES:
E. Percent Land Slope: 7.0 Measured Texture - derived Contour
Perc Rate mound absorption ratio Loading
F. Design Media Loading Rate: 1.2 GPD/ft2 Rate.
G. Mound Absorption Ratio (1.F:1.B): 0.60 -120 mpi 1.0, 1.3, 2.0, 2.4, 2.6 _12
OR
H. Design Contour Loading Rate: 12.0 GPD/ft 1120 mpi 5.0 sb
(From table I)
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersal Media Area: Design Flow (1.A) : Design Media Loading Rate (1.F) =ft2
750 GPD : 1.20 GPDIft2= 625.0 ft2
If a larger dispersal media
area is desired, enter size: ft2
B. Calculate Media Width: Contour Loading Rate (1.H) :Design Media Loading Rate (1.F) =Media Width
12.0 ft - 1.2 gpd/ft2 = 10.0 ft
C. Calculate Media Length: Dispersal Media Area (2.A) :Media Width (2.B)=Media Length
625.0 ft2 : 10.0 ft = 62.5 ft
D. Select Dispersal Media: 0 Rock 0 Chambers
0 Other Approved Media
3. ABSORPTION AREA SIZING
Note:Mound setbacks are measured from the Absorption Area.
A. Calculate Absorption Width:Media Width (2.B)X Mound Absorption Ratio (1.D) =Absorption Width
10.0 ft X 0.6 = 6.0 ft
B. For slopes from 0 to 1%, the Absorption Width is measured from the media equally in both directions.
Calculate Absorption Width Beyond the Media: Absorption Width - Media Width t 2 = Width beyond Media
( ft - Jft) _ = ft
C. For slopes >1%, the Absorption Width is measured downhill from the upslope edge of the Media.
Calculate Downslope Absorption Width: Absorption Width (3.A) -Media Width (2.8) = ft
6.0 ft - 10.0 ft = -4 ft
4. MOUND SIZING
A. Calculate Clean Sand Lift: 3 feet minus Depth to Limiting Layer (1.C) = Clean Sand Lift (1 ft minimum)
3.0 ft - 1.0 ft= 2.0 ft
B. Calculate Upslope Height: Clean Sand Lift (4.A) +media depth (1 ft.) + cover (1 ft.) = Upslope Height
2.0 ft+ 1.0 ft + 1.0 ft = 4.0 ft
Select Upslope Berm Multiplier
C. (based on land slope): 2.48 (figure D 34}
D. Calculate Upslope Berm Width: Multiplier (4.C)X Upslope Mound Height (4.B) = Upslope Berm Width
2.48 x 4.0 ft= 11.0 ft
E. Calculate Drop in Elevation Under Media:Media Width (2.8) X Land Slope (1.E) : 100= Drop (ft)
10.0 x 7.0 % : 100 = 0.7 ft
F. Calculate Downslope Mound Height: Upslope Height (4.B) + Drop in Elevation (4.E) = Downslope Height
4.0 ft + 0.7 ft = 4.7 ft
G Select Downslope Berm Multiplier
(based on land slope): 3.80 (figure D-34)
H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height(4.F) = Downslope Berm Width
3.80 x 4.7 ft = 20.0 ft
I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width (3.B or 3.C) +4 ft. =ft
-4 ft + 4 ft = ft
J. Design Downslope Berm = greater of 4H and 4I: 20.0 ft
K. Select Endslope Berm Multiplier: 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 x 4.7 ft = 13.0 ft
M. Calculate Mound Width: Upslope Berm Width(4.D) +Media Width (2.B) +Downslope Berm Width (4.J) = ft
11.0 ft + 10.0 ft+ 20.0 ft = 41.0 ft
N. Calculate Mound Length: Endslope Berm Width (4.L) +Media Length (2.C) +Endslope Berm Width (4.L) = ft
13.0 ft + 62.5 ft + 13.0 ft = 88.5 ft
D-34:Slope Multiplier Table
Land Slope% 0 I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Upslope 3:1 3.00 2.91 2.83 2.75 2.58 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21 2.17 2.13 2.09 2.06 2.03 2.00 1.97 1.95 1,93 1.91 1.89 1.87 1.85
Berm 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 2.62 2.55 2.48 2.41 2.35 2.29 2.23 2.18 2.13 2.08 2.03 1.98 1.93
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 IB 19 20 21 22 23 24 25
CJobinSlope 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 4.95 5.24 5.55 5.88 6.24 6.63 7.04 7.47 7.93 8.42 8.93 9.46 10.02
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 8.29 8.92 9.57 10.24 10.94 11.67 12.42 13.19 13.99 14.82 15.67 16.54 17.44
5. ORGANIC LOADING: (if pretreatment is being used)
A. Organic Loading = Design Flow X Estimated BOD in mg/L in the effluent X 8.35 : 1,000,000 (See Table III)
gpd X mg/L X 8.35 : 1,000,000 = lbs BOD/day
B. Calculate System Organic Loadin : lbs. BOO (5.A) :Media Area (2.A) = lbs/day/ft2
lbs/day _ ft2 = lbs/day/ft2
Table III (7083.4030)
BOD Treatment BOD (mg/L)
Level A 15
Level B 25
Level C 125
6. MOUND DIMENSIONS
\ \
° Upslope (4.D) 11.0
, 94
1 1
1
I
Endstope (4.L) = F lEndslope (4.L)�,
— 13.0 I 13.0
5 10.0 62.5 ,_ i
__
C= 1
{
7 Downslope (4.J) 20.0
I�
\ \
Total Mound Length (4.N) I 88.5
-4" inspection pipe
18" cover on top
Upslispe berm 4.D) ), / Downslope berm (4.J) 20.0 y
11.0 a
12" cover on sides
,_ e (6,. topsoil)
----11.0Claand l t . � ,,
1.0 `-__.
if Absorption Width (3.A)
6.0
Note:
For 0 to 1% slopes, Absorption Width is measured from the Media equally in both directions.
For slopes >1%, Absorption Width is measured downhill from the upstope edge of the Medio.
For slopes >1%, Absorption Width is measured downhill from the upstope edge of the Media.
Comments:
Divert surface water away from mound.
7. APPROXIMATE MOUND MATERIAL CALCULATIONS:
A. Calculate Media (rock) Volume:Media Length (2.C)X Media Width (2.B)X Depth = Volume (ft3)
I62.5 ft X 10.0 ft X 1.0 = 625.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards:
625.0 ft3 _ 27 = 23.1 yd3
Add 20% for constructability: 23.1 yd3 X 1.2 = 27.8 yd3
B. Calculate Clean Sand Volume:
Upslope Volume: ((Upslope Mound Height - 1 )x 3 x Media Length) +2 =cubic feet
(( 4.0 ft - 1) X 3.0 ft X 62.5 )_2 = 281.3 ft3
Downslope Volume: ((Downslope Height- 1) x Downslope Absorption Width x Media Length)+2 = cubic feet
(( 4.7 ft- 1) X 3.0 ft X 62.5 )+ 2 = 346.9 ft3
Endslope Volume: (Downslope Mound Height - 1) x 3 x Media Width = cubic feet
( 4.7 ft- 1 ) X 3.0 ft X 10.0 ft = 111.0 ft3
Volume Under Rockbed: Average Sand Depth x Media Width x Media Length = cubic feet
2.4 ft X 10.0 ft X 62.5 ft = 1468.8 ft3
Total Clean Sand Volume: Upslope Volume + Downslope Volume +Endslope Volume + Volume Under Media
281.3 ft3 + 346.9 ft3 + 111.0 ft3 + 1468.8 ft3 = 2207.9 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2207.9 ft3 + 27 = 81.8 yd3
Add 20%for constructability: 81.8 yd3 X 1.2 = 98.1 yd3
C. Calculate Sandy Berm Volume:
Total Berm Volume (approximate): Average Mound Height x Mound Width x Mound Length +2 =cubic feet
( 4.4 ft X 41.0 ft X 88.5 )+ 2 = 7892.0 ft3
Total Mound Volume - Clean Sand volume= cubic feet
7892.0 ft3 - 2207.9 ft3 = 5684.1 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 5684.1 ft3 _ 27 = 210.5 yd3
Add 20%for constructability: 210.5 yd3 x 1.2 = 252.6 yd3
D. Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X.5 ft
41.0 ft X 88.5 ft X 0.5 ft = 1814.3 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1814.3 ft3 _ 27 = 67.2 yd3
Add 20%for constructability: 67.2 yd3 x 1.2 = 80.6 yd3
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
[
Joseph J Olson810 12!4/2008
(Designer) "--T--;gnature) (License#) (Date)
Pressure Distribution Design Worksheet :
1. Select Number of Perforated Laterals: 3
Geotextile
w sacro Minimum►..�yf ;6►...firm§
2. Select Perforation Spacing: 3.0 ft '/.'perforations spaced 3'apart.7,..r.., 2.of rock:•-•.2-.-.-, ,.:1,9:;....2,0e0.1-
3. Select Perforation Diameter 7/32 inc1.,,...!...!..L--; ..ter v .-. /, y_., - __ 12"
��i�a.r i�t+iraa� i i .'�.iia-� �jJ,g
D' . . r.- . i 11:�, 9 of narks..jam`.it ►.j�D�.:r6(
4 Length of Laterals=Media Bed Length-2 Feet ! ., { { > '♦ 1.F'41:0--4-4.
ri`:0--4?.ss-.. rl . i= a
r� n nPr,
63 - 2ft = 61 ft Perforation sizing:'/.'to 4."
Perforation spacing:2'to 3'
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= 61 ft 3 ft = 20 Spaces
6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces(line 5).
Perforations Per Lateral= 20 Spaces . 1 21
Check Table I to ensure that the number of perforations per lateral guarantees less than a 10%discharge variation.
Table I Maximum Number of Perforations Per Lateral to Guarantee c10%Discharge Variation
'/.Inch Holes s/„Inch Holes '4 Inch Holes
Perforation Pipe Diameter(Inches) Perforation Pipe Diameter(Inches) Perforation Pipe Diameter(Inches)
Spacing(Feet) 1 114 114 2 3 Spacing(Feet) 1 114 115 2 3 Spacing(Feet) 1 114 114 2 3
2 10 13 18 30 60 2 12 18 26 46 87 2 21 33 44 74 149
214 8 12 16 28 54 214 12 17 24 40 80 214 20 30 41 69 135
3 8 12 16 25 52 3 12 16 22 37 75 3 20 29 38 64 128
7. Total Number of Perforations equals the Number of Pet/mations per Lateral(Line 6)multiplied by the Number of Perforated Laterals(Line 1).
21 Perforations Per Lateral X 3 Number of Perforated Laterals = 63 Total Number of Perforations
Calculate the Square Feet per Perforation Table IL Table Ill
Recommended value is 6-10 ft2 per perforation. Does not apply to At-Grades Volume of Liquid in Pipe Perforation Discharge(GPM)
8. Bed Area = Bed Width(ft)X Bed Length(ft)
Head Perforation Diameter
10 ft X 63 ft 630 Pipe Diameter Liquid Per Foot (ft) v/a /ha r/rz V4fe (inches) (Gallons)
9. Square Foot per Perforation=Bed Area(Line 8)divided by the Total Number of Perforations(Line 7).
i 0.045 1'� 0.18 0.41 0.56 0.74
630 ftt 63 perforations - 10.00
ft2/perforations 1.25 ovals 2.0° 0.26 0.59 0.80 1.04
1.5 0.110 5.0' 0.41 0.93 1.26 1.65
10. Select Minimum Average Head: 1.0 ft
2 0.170
a:Use 1.0 for dwellings using 1/4 inch or
3 0.380 3/16 inch holes.
11. Select Perforation Discharge(GPM)based on Table III: 0.56 GPM per Perforation
4 0.661 b:Use 2.0 for dwellings using 1/8 inch
holes,or,for other establishments using
12. Determine required Flow Rate by multiplying the Total Number of Perforations(Line 7)by the 1/4 inch or 3/16 inch holes.
Perforation Discharge(line 11).
c:Use 5.0 for other establishments using
63 Perforations x 0.56 GPM per Perforation= 36 GPM 1/8 inch perforations.
manifold pipe 1
13. Select Type of Manifold Connection(End or Center): Center
I
14. Select Minimum Diameter of laterals based on Table I: 1.50 in ` pipe from pump
Determine Volume of Distribution Piping L.►
15. Pipe Diameter of Distribution Pipe 1.50 dean outs - t
in
16. Volume of Liquid Per Foot of Distribution Piping: 0.110 Gallons L.- aftegate of pipe fropump
17. Length of Laterals=[Number of Perforations per Lateral-i)X Perforation Spacing __Ckvaam --- ------
20 - 1 )( 3.0 ft = 57 ft J
manifold pipes 1
18. Volume of Distribution Piping= .,e. ' J
-[Number of Perforated Laterals(Line 1)X Length of Laterals(Line 17)X ' -...'s'ac- -----
(Volume of Liquid Per Foot of Distribution Piping(line 16)] ��� \= ....----_
Aiternate location
3 X r 57 I X 0.110 = 18.81 Gallons N......- of pipe from pump
'�" ripe from pump
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson810 112912008
(Oesigner) (:---a) (License ti) (Date)
Pump Selection Design Worksheet
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
Required Flow Rate (Line 20 of Pressure Distribution Worksheet) 36 GPM
2. HEAD REQUIREMENTS
Soil treatment system
8 point of discharge
-----
- �
�
3. Elevation Difference 19 ft 1
between pump and point of discharge: nletpme m } Elevation
difference
Table
,.,.._:.,...__.,t; , t
. Friction Loss in Plastic Pipe per 100ft
4, Distribution Head Loss: 5 ft Distribution Head Loss Nominal Pipe Diameter
Gravity Distribution=Oft Flow Rate
1 134 1 Yx 2 3
(GPM)
Additional Head Loss: ft Pressure Distribution based on Minimum Average Head
(due to special equipment,etc.) Value on Pressure Distribution Worksheet: 10 5.51 1.45 0.69 0.20 -
Friction Loss 1 ft = 5ft 12 7.72 2.03 0.96 0.28 -
5. Supply Pipe Diameter: 2.00 Inches 2ft = 6ft 14 10.27 2.70 1.28 0.38 -
6. Based on Friction Loss in Plastic Pipe per 100ft from Table I: 5ft = 10ft 16 13.14 3.46 1.63 0.48 -
Friction Loss= 2.55 ft per 100ft of pipe 18 - 4.30 2.03 0.60 -
20 - 5.23 2.47 0.73 0.11
7_ Determine Equivalent Pipe Length from pump discharge to soil dispersal area
discharge point. Estimate by adding 25%to supply pipe length for fitting loss. 25 - 7.90 3.73 1.11 0.16
Supply Pipe Length X 1.25=Equivalent Pipe Length
30 - 11.07 5.23 1.55 0.23
Supply Pipe Length: 110 ft X 1.25 = 137.5 ft 35 - 14.73 6.96 2.06 0.30
8. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line 6)by the 40 8.91 2.64 0.39
Equivalent Pipe Length (Line 7)and divide by 100. 45 - - 11.07 3.28 0.48
Supply Friction Loss=
2.5503341 ft per 100ft X 137.5 ft + 100 _ 3.51 ft 50 - 13.46 3.99 0.58
10. Total Head requirement is the sum of the Elevation Difference (Line 3),the Distribution Head 55 4.76 0.70
Loss(Line 4),and the Supply Friction Loss(Line 8) 60 5.60 0.82
19 ft + 5 ft + 4 ft 65 - - - 6.48 0.95
70 - - 7.44 1.09
Total Head Required: 28 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36 GPM(Line 1 or Line 2)with at least 28 feet of total head.
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson ---' 810 November 29,2008
(Designer) (Signature) (License#) (Date)
Logs of Soil Borings
License#810
Location or Project: 4701 West Branch Road
Borings made by: Rusty Olson's Soil and Perc testing 11/26/2008
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_952.9_ Mottled Soil at 1.3_feet
0"-6" Dark brown loam 10yr4/2 H2O present at X_inches
6"-16" Brown loam 10yr5/4
16"-30" Rusty brown loam 10yr5/4
Boring Number_2Surface elevation 952.9_ Mottled Soil at 1.0 feet
0-12" Dark brown loam 10yr3/2 H2O present at X_inches
12"-16" Rusty olive brown loam 2.5y4/2
16"-30" Rusty olive brown clay loam 2.5y5/3
Boring Number_3_Surface Elevation_954.9_ Mottled Soil at_1.0_feet
0-12" Dark brown loam 10yr3/2 H2O present at_X_
12"-26" Rusty dark brown clay loam 10yr3/2
26"-30" Rusty olive brown clay loam 2.5y5/3
Boring Number_4_ Surface elevation_953.2_ Mottled Soil at_1.1_feet
0-14" Dark brown loam 10yr3/2 H2O present at_X_
14"-20" Rusty dark brown clay loam 10yr3/2
20"-30" Rusty olive brown clay loam 2.5y4/3
Boring Number_5_Surface elevation953.2_ Mottled Soil at_1.0_feet
0-12" Dark brown loam 10yr3/2 H2O present at_X_
12"-22" Rusty dark brown clay loam 10yr3/2
22"-36" Rusty olive brown clay loam 2.5y5/3
Boring Number_6_Surface elevation_951.7_ Mottled Soil at 1.0_feet
0-12" Dark brown loam 10yr3/2 H2O present at_X_
12"-18" Rusty olive brown clay loam 2.5y4/3
18"-24" Rusty olive brown clay loam 2.5y5/3
24"-30" Rusty olive brown loam 2.5y6/3
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:40 A.M. On 11/27/08
Location: 4701 West Branch Road
Hole number: 1
Date hole was prepared:11/26/08
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 loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 11/26/08 At 11:00 A.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
9:52 10:22 6" 5.5 5.4
10:29 10:59 6" 5.5 5.4
11:00 11:30 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:40 A.M. On 11/27/08
Location: 4701 West Branch Road
Hole number. 2
Date hole was prepared:11/26/08
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 11/26/08 At 11:00 A.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
9:53 10:23 6" 1.5 20.0
10:28 10:58 6" 1.5 20.0
11:01 11:31 6" 1.5 20.0
AVERAGE PERC. RATE 20.0 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:40 A.M. On 11/27/08
Location: 4701 West Branch Road
Hole number: 3
Date hole was prepared:11/26/08
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 11/26/08 At 11:00 A.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
9:54 10:24 6" 1.0 30.0
10:27 10:57 6" 1.0 30.0
11:02 11:32 6" 1.0 30.0
AVERAGE PERC. RATE 30.0 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:40 A.M. On 11/27/08
Location: 4701 West Branch Road
Hole number:4
Date hole was prepared:11/26/08
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 11/26/08 At 11:00 A.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
9:55 10:25 6" 3.0 10.0
10:26 10:56 6" 2.8 10.7
11:03 11:33 6" 2.7 11.1
AVERAGE PERC. RATE 10.6 MPI
4-- T DAT TIME
CITY OF ORONO CALLED IN /I /
INSPECTION NOTICE SCHEDULED • ze9
PERMIT NOa2411V%.-D/77z a/A' 'C1OMPLETED /�
ADDRESS L f 7D I LS�t /6e.
OWNER CONTR.
TELEPHONE NO. Ken—
DESCRIPTION 7-AA re_ S /j
• ❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/FILLING
Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS
y ❑ INSULATION ❑ WOOD BURNER/FIREPLACE
❑ TREE REMOVAL
• ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION
Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS
❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT
❑ DEMO-FINAL "IrgEPTIC INSTALL. ❑ FOLLOW-UP
❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL
❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL
• OWNER/CONTRACTOR TO MEET YOU:_YES_NO
Ce) COMMENTS:
cc
W
Q.
cc
0 3 j.2 39/ I(c' P(A .�
'AAKS
O
W
W
cc
Q
2
W
W
j
RK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE
CC
W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
✓ BEFORE COVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN
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 o site:
Inspector. ("
White Copy/Inspector's File Canary Copy/Site Notice
A S AAT,,,,A42, TIME \/
CITY OF ORONO CALLED IN ll
INSPECTION N TIC SCHEDULED /l//a o9 f/•�
PERMIT NI ee►7 COMPPLEETED
ADDRESS i'j#'.ter`' 970/ lid.04
,�,c"�-/
142/7%Z �
OWNER CONTR. � M�
�
TELEPHONE NO. PA - ?/2 - 53. -/ �
DESCRIPTION it-aa r'&46
14,1 ❑ FOOTING ❑ MECHANICAL RI ❑ CAV/GRADING/FILLING
4.
,Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS
y ❑ INSULATION ❑ WOOD BURNER/FIREPLACE
❑ TREE REMOVAL
Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION
Q 0 FINAL ❑ SEWER HOOK-UP ❑ PROGRESS
❑ DEMO-SITE ❑ SEPTIC MAINT. E COMPLAINT
v ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP
14.1 ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL
J CIPLUMBING FINAL ❑ FOUNDATION/REMOVAL
<---- OWNER/CONTRACTOR TO MEET YOU:_YES_NO
o COMMENTS:
cc
W
C
cc
5.44 I I <X ,moo .p, -Dv k
CC S Q J 1 -\—
0
-)6=1,--i S-6-7
cc
77rvi1i
W
z
W
cc
GW p ORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE
CW ElCCORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
O ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
u BEFORE COVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN
INSPECTOR WILL RETURN
❑CITATION ISSUED
❑STOP ORDER POSTED.CALL INSPECTOR
0 INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
OwnerlContractor on
3tis
Inspector. 1,,/ i
White Copy/Inspector's File Canary Copy/Site Notice