HomeMy WebLinkAbout2004 - Septic System Approval . SEPTIC SYSTEM APPROVAL
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tP'N, CITY of ORONO
IA , x & Municipal Offices
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.<9 gsG Street Address: Mailing Address:
kE$HO 2750 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner Mike Schulte Phone (Home) 472-2885 (Work)
Address 4640 West Branch Road City Orono State MN Zip
Site Evaluator Joe Olson State License # 810 Phone# 763-498-8779
Type of Establishment: Single Family X Multi Family
Commercial Est. Gallons Per Day 600
No. Potential Bedrooms 4 Slope: 6%
Depth of Sand: Upslope: 1.5 feet Downslope: 2.1 Soil Sizing Factor 0.83
Perc Rates P-1 11.5 P-2 8.1 P-3 P-4 P-6 P-7
Restricting Layer Depth B-1 18" B-2 14" B-3 22" B-4_ B-5 B-6
Type of Treatment System:
Standard X Alternative Other Performance
Pressurized Mound System X At-Grade System
Gravity Trenches System Pressurized Trench System
Gravity Trenches W/Lift Pressurized Bed System
Holding Tank W/Alarm
Septic Tank Size 1000 # of Tanks 2 Lift Tank Size 1000
Pump Brand GPM 38 Head 37
Treatment System:
Minimum Square Feet with 9 inches of rock below pipe
Bed (10*50) Mound Treatment Area (43*74)
THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A
permit must be issued to a licensed septic contractor prior to installation.
NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the
inspector(952-249-4600) Call for inspection 24 hours in advance.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and
fencing must remain in place until final site grading. Approval to pour footings will not be granted
until the Inspections Department has verified the primary and alternate sites are protected.
NO VEHICULAR TRAFFIC OF ANY KIND is allowed within 20'of tested drainfield sites ever.
ACCEPTED X DENIED By the City of Orono subject to existing regulations and the
following conditions:
1) Pump and fill existing tanks.
2) 1.5' soil on top of mound, 1' soil on sides of mound.
3) Sand placement must follow design.
4) Alarm must be placed inside house.
5) Keep all water softne
and iron filter discharge out of septic system.
By: " fnCKG� 1 /LA.-Tr---,. .-- 1(.6 - 0 \--\
Matt Bolterman, On-Site Systems Manager Date
Telephone(952)249-4600 • Fax(952)249-4616
www.ci.orono.mn.us
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MICA License#810
11481 Riverview Rd. NE, Hanover, MN 55341
(763)498-8779 Fax(763)498-8290
April 29, gs„ — 11%9 —c 5 AA)" Vu�S�7`' "/S
Mike Schultelte
4640 West Branch Road d 44Z-4--
Orono,Henn.Co.
This on-site Sewage Treatment System is designed for a Type 1. four bedroom home in accordance with the
Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The soils on this site are SCS soils mapped-KkB-Kilkenny Loam.The seasonally saturated soils were located at
14"-20"(mottled soil). Due to seasonally saturated soils,a pressurized Mound System will need to be installed to
treat septic effluent. The bottom of the treatment area must he located at least 3' above the saturated soils.
The soils at a depth of 12"have a percolation rate averaging 10 MPI.
All neighboring wells are located greater than 100' away from proposed treatment area •
The existing tank must be abandoned.
The existing system does not conform to chapter 7080.
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 pumping chamber. The distribution pipes shall have
their ends capped. Be sure the rock and sand fill materials are clean. The sod layer below the entire mounded area
must be turned over,just break up the sod and be sure not to over work.
Keep all heavy equipment off of the proposed treatment area before during and after construction. This
Design is not valid and the System will need to be relocated if failure to protect the area proposed for On-Site
Sewage Treatment occurs.
With proper installation and maintenance,this system should have no problem in treating septic effluent effectively.
Nothing other than gray water.(laundry.showers.etc.) Human water and toilet tissue should he 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 I tank every two years for two tanks.
Sincerely,
i /2re �
Joseph J. Olson CI a a OF ORONO
DTIC P RMI P N REVIEW
INSPECTOR 9Nori)-
DATE a- 1 `j PERMIT N0..,,.......M......,,.
APPROVED AS SUBMITTED
APPROVED WITH CORRECTIONS AS NOTED
NOT APPROVED-CORRECT A RESUBMIT
nem ememe is we far yaw infortnatioe. MI work shall be does
Is full coispliasee tritb all applicable septic and toning code.
Ptequhvments ineludtng Items not specifically noted in this review.
MP Tills PLAN SAT ON SITE AT AL3.TIMES
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M'ound'Design Worksheet (For flows up to 1200 gpd)
All boxed rectangles must be entered. the rest will be calculated.
A. FLOW
Estimated 600 gpd(see figure A-1)
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2000 gallons(see figure C-1)
C-i Septic Tank Capacity in Gallons
Number of Minimum Capacity with Capacity with
Bedrooms Capacity Garb.Disp. Disp. and Lift
2 or less 750 1125 1500
3 or 4 1000 1500 2000
5 or 6 1500 2250 3000
7,8 or 9 2000 3000 4000
C. SOILS(Site evaluation data)
1. Depth to restricting layer= 1.5 feet
2. Depth of percolation tests= 12 inches
3. Texture Iday loam
4. Soil loading rate(see Figure D-33) 0.45 gpd/ft2
Percolation rate 10 MPI
5. %Land Slope 6 %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer: Item A x 0.83=
600 gpd x 0.83 ft21gpd= 498.0 ft2
2. Determine rock layer width =0.83 ft2/gpd x Linear Loading Rate(LLR)(see LLR chart)
0.83 ft2/gpd x 12 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
498 ft2 / 10 feet= 50.0 feet
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
498 X 1 ft= 498.0 ft3
2. Divide ft3 by 27 ft3/yd3to get cubic yards
498.0 ft3 / 27 = 18.4 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
18.4 yd3 X 1.4 ton/yd3 = 25.8 tons
F. ABSORPTION WIDTH
1. Absorption width equals absorption ratio(see Figure D-33)times rock layer width
2.67 x 10.0 ft = 27.0 ft
Page 1 of 6
G. MOUND SLOPE WIDTH&LENGTH (Greater than 1%)
1. Downslope absorption width =absorption width minus rock layer width
27 feet - 10 feet= 17 feet
2. Calculate mound size
UPSLOPE
a. Determine depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3 ft - 1.5 ft= 1.5 feet
b. Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1.5ft+ 1ft+ 1 ft= 3.5 feet
c.Upslope berm multiplier based on land slope(see figure D-34)
Select berm multiplier of 3.33
d. Upslope width=berm multiplier(G2c)times upslope mound height(G2b):
3.33 x 3.5 ft = 12.0 feet
DOWNSLOPE
e. Drop in elevation=rock layer width(D2)times percent landslope(C5)/100
10 ft x 6 % /100=' 0.6 feet •
•
f. Downslope mound height=depth of clean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
0.60 ft + 3.5 ft= 4.1 feet
g. Downslope berm multiplier based on percent land slope(see Figure D-34) 5.26
h. Downslope width=downslope multiplier(G2g)times downslope mound height(G2f)
5.26 x 4.1 = 21.0 feet
i. Select greater of G1 and G2h as the downslope width 21.0 feet
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width (G2i)
12.0 ft+ 10.0 ft+ 21.0 ft= 43.0 feet
k.Total mound length is the sum of upslope width (G2d)plus rock layer length (D3)
plus upslope width(G2d)
12.0 ft + 50.0 ft+ 12.0 ft= 74.0 feet
Final Dimensions (slope>1%) 43.0 ft x 74.0 ft
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws
(signature) 810 (license#)
Page 2of6
PRESSURE DISTRIBUTION SYSTEM
All boxed rectangles must be entered,the rest will be calculated.
1. Select number of perforated laterals: 3
2. Select perforation spacing= 3 ft j ...k
3. Since perforations should not be placed closer that 1 foot to
the edge of the rock layer(see diagram),subtract 2 feet from
the rock layer len•th
50 -2ft= 48 ft
4 Determine the number of spaces between perforations.
Divide the length(3)by perforation spacing(2)and round down to nearest whole number.
Perforation spacing= 48 ft/ 3 ft= 16
5. Number of perforations is equal to one plus the number of perforation spaces(4).
'Check figure E-4 to assure the number of perforations per lateral guarantees
< 10%discharge variation.
16 spaces+ 1 = 17 perforations/lateral
E-4 Maximum Number of 1/4 inch perforations E-6 Perforation Discharge in GPM
per lateral to guarantee<10%discharge variation Head Perforations diameter
Perforation (feet) (inches)
Spacing 3/16 7/32 1/4
feet 1 inch 1.25 inch 1.5 inch 2.0 inch l a 0.42 0.56 0.74
2.5 8 14 18 28 2° 0.59 0.80 1.04
3.0 8 13 17 26 5 0.94 1.26 1.65
• 3.3 7 12 16 25 a. Use 1.0 foot for single-family homes.
4.0 7 11 15 23 b.Use 2.0 feet for anything else
l • 5.0 , 6 10 14 22 .
6. A.Total number of perforations=perforations per lateral(5)times number of laterals(1).
17 perfs/lat x 3 laterals= 51 perforations
B. Calculate the square footage per perforation.
Recommended value is 6-10 sgft/perf.Does not apply to at-grades.
1. Rock bed area=rock width(ft)x rock length(ft)
10 ft x 50 ft= 500 ft2
2. Square foot per perforation=Rock Bed Area/number of perfs(6)
500.0 ft2 / 51 perfs = 9.8 ft2/pert
7. Determine required flow rate by multiplying the total number
of perforations(6A)by flow per perforations(see figure E-6)
51 perfs x 0.74 gpm/perfs= 37.7 gpm
8. If laterals are connected to header pipe as shown -1-'--1_i
in Figure E-1, to select minimum required lateral ,, `
_
diameter;enter figure E-4 with perforation spacing(2)and
number of perforations per lateral(5). Figura E-I:LL•anMckd Locale.]at End at System
Select minimum diameter for perforated laterals= 2.0 inches
9. If perforated lateral system is attached to manifold pipe agora
E.2reelahnMard
.. �
near the center, like Figure E-2, perforated lateral length(3)
and number of perforations per lateral(5)will be approximately "
one half of that in step 8. Using these values,select ^ .
minimum diameter for perforated lateral= 1.5 inches. • . . ,
•
I hereby rtify that I have completed this work in accordance with all applicable ordinances, rules and laws.
.//) ;'11 (signature) 810 (license#) 5��� (date)
:7/ Page 1 of 1
PUMP SELECTION PROCEDURE
All boxed rectangles must be entered, the rest will be calculated.
1. Determine pump capacity:
A. Gravity Distribution
1. Minimum required discharge is 10 gpm
2. Maximum suggested discharge is 45 gpm
For other establishments at least 10%greater than the water
supply rate, but no faster than the rate at which effluent will flow
out of the distribution device.
B. Pressure Distribution -see pressure design worksheet soil treatment system
&pont of dischotge
r:
Selected Pump Capacity: 38 gpm total pipe
length
2A.eevation
inlet..`''=-"=--- difference
2. Determine head requirements: PPG I •;
A. Elevation difference between pump and point of discharge. l' i
21 feet i
B. Special head requirement?(See Figure-Special Head Requirements)
5 feet Special Head Requirements
Gravity Distribution Oft
C. Friction loss Pressure Distribution 5ft
1. Select pipe diameter 2 in
2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(C1)
Read friction loss in feet •- 100 feet from Figure E-9 E-9 Friction Loss in Plastic Pipe
Friction loss= 2.64 ft/100 ft of pipe per 100 ft
nominal
3. Determine total pipe length from pump discharge to soil system discharge point. Flow Rate pipe diameter
Estimate by adding 25 percent to pipe length for fitting loss. gpm 1.5" 2.0" 3"
Equivalent •i.- length times 1.25=total pipe length 20 2.47 0.73 0.11
317 ft x 1.25= 396.25 feet 25 3.73 1.11 0.16
30 5.23 1.55 0.23
4. Calculate total friction loss by multiplying friction loss(C2) 35 6.96 2.06 0.3
by the equivalent pipe length(C3)and divide by 100. 40 8.91 2.64 0.39
FL= 2.64 ft/100ft X 396.25 ft / 100, 11.0 feet 45 11.07 3.28 0.48
50 13.46 3.99 0.58
D. Total head requirement is the sum of elevation difference(A),special 55 4.76 0.7
head requirements(B), and total friction loss(C4). 60 5.6 0.82
21 ft + 5 ft + 11.0 ft 65 6.48 0.95
70 7.44 1.09
Total Head: 37.0 feet
3. Pump Selection
1.A pump must be selected to deliver at least 38 gpm (1A or B)
with at least 37.0 feet of total head (2D).
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
/�' /2�_ (signature) 810 (license#) •s-/.5'A>_.ii (date)
Page 1 of 1
•
Logs of Soil Borings
License #810
Location or Project: 4640 West Branch Road
Borings made by: Rusty Olson's Soil and Perc testing 4/29/03
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_110.5 Mottled Soil at 1.5 feet
0"-12" Dark brown loam 10yr3/2 H2O present at_ inches
12"-18" Brown clay loam 10yr4/4
18"-28" Rusty brown clay loam 10yr5/4
28"-36" Rusty gray brown clay loam 10yr5/2
Boring Number_2 Surface elevation_108.5_ Mottled Soil at 1.1_feet
0-6" Dark brown loam 10yr3/2 H2O present at_ _inches
6"-14" Brown clay loam 10yr4/4
14"-20" Rusty brown clay loam 10yr5/4
20"-36" Rusty brown loam 10yr5/4
Boring Number 3_Surface Elevation_110.5 Mottled Soil at_1.6_feet
0-12" Dark brown loam 10yr3/2 H2O present at_X_
12"-20" Brown clay loam 10yr4/4
20"-24" Rusty brown clay loam 10yr5/4
24"-36" Rusty brown loam 10yr5/4
- r
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 10:10 A.M. On 4/29/03
Location: 4640 West Branch Road
Hole number: 1
Date hole was prepared: 4/28/03
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 10yr4/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 4/28/03 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
10:22 10:52 6" 2.7 11.1
10:55 11:25 6" 2.6 11.5
11:26 11:56 6" 2.6 11.5
AVERAGE PERC. 11.5 MPI
•
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 10:10 A.M. On 4/29/03
Location: 4640 West Branch Road
Hole number: 2
Date hole was prepared: 4/28/03
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 10yr3/2
6"-12" Brown clay loam
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 4/28/03 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
10:23 10:53 6" 3.8 7.9
10:54 11:24 6" 3.7 8.1
11:27 11:57 6" 3.6 8.3
AVERAGE PERC. 8.1 MPI
E-6
Part 2: Mound Systems
A sewage treatment mound is a seepage bed elevated by clean sand Mounds must be
fill to provide an adequate separation distance between the rock layer carefully
in the mound and the barrier layer such as saturated soil conditions constructed
or bedrock. The mound must be carefully constructed to provide
adequate sewage treatment.
Mound failures have usually been traced to improper construction
practices.
PERFORATED
LATERALS
SANDY LOAM SOIL . -_ ;_ -:
' //'•,/ / /.
LAYER OF GEOTEXTILE f ,/
FABRIC OR 4 INCHES OF "~ ' -.-
„--,{,7X /'/ ./
HAY COVERED BY " r�
BUILDING PAPER :i '�/ z -7 •,
/` �'
PIPE FROM PUMP -Z..1,/ /% .'
/
3/ -2'/ �% /�l / /SUREFANWA. .. . TER
6" TOPSOIL /. ' • , �' /,
.4 ✓
�� _ r9 ,/y // IA z
'' S f 12
QLEAN° �ppj _, K��,.
4
FILL SOD 36 y. (..
BROKEN YER- 4 _ r,,:.'-; •;;;,.; .
BARRAIERRAL ? '
LAYER
Figure F-6
. F-8
REDWOOD,CEDAR OR
TREATED POST(4 x 4 min)
WATER TIGHT& LOCKABLE ELECT RIC BOX
PLUGS OR ELECT RIC CONNECTIONS-- ALL ELECTRIC CONNECTIONS MADE
lT`IS[DE BOX
6'.SPACE.
2" PVC CONDUIT SCHEDULE 80 LOOP OF POWER CORD FOR
CLEANING ACCESS COVER I T SETTLEMENT
CHAINED&LOCKED i FINAL GRADE
AT LEAST i!—
SEALED CLEANING ANION/ BELOW GRADE WIRE FROM POWER SUPPLY
ACCESS RINGS
'27Z -►
PIPE IS LAID ON A UNIFORM SLOPE FROM
`z` ,".,,'A.*.•.,..1„,.... . - Al ` ` PUMP STATION UP TO SOIL TREATMENT AREA
'x-4itFOR PROPER DRAINBACK
SEALED TANK COVER IF PIPE AT TANK MUST BE LOWER THAN
PLASTIC ROPE OR CRAW UNION TO GET ELEVATION FOR DRAINBACK,
WITH ANCHOR �. A 1/4 INCH WEEP HOLE MUST BE USED
ALARM FLOAT ON SEPARATE\� .f WEEP HOLE
ELECTRICAL CIRCUIT `
NOTES:ELECTRICAL WIRE FROM POWER SUPPLY
_ SIS'LEVEL ,q MUST NOT RUN OVER ANY TANKS BUT
MUST BE LAID BESIDE OTHER TANKS
' AND MUST BE PLACED IN CONDUIT
_SHUT OFF LEV . ALONG POST
fr
PUMP CONTROL FLOAT E4
ELECTRICAL CORDS FROM PUMP AND
DIE : FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
c. , . . ..•s�tc�ran 1' + wh CONTACT.
I
Fieure F-8
PENCIL
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- SCUM CLEAR SPACE- ' : HE. CLEAN OUT TANK WN:
- . �� • -T X IS 3' OR LESS OR
_ c 'B"IS 12"OR LESS
V -3=7 '-
'4 • . ' . . . • • ., b-
• JL� BLACK COLOR
ty �'.:• • ' ' DISTINGUISHES SLUDGE
,` ` ' 45LUDGE :.t• .1 ' LAYER FROM LIOUID
J6 ir;S+ly.-
M
MEASURE SCUM AND SLUDGE ACCUMULATIONS
I N THE SEPTIC TANK