HomeMy WebLinkAbout2007 - P11296 - new septic system PERMIT
,CITY OF ORONO
2750 Kelley Parkway- PO Box 66 Permit Number: P11296
Crystal Bay, Minnesota 55323 Permit Type: Septic
(952) 249-4600 Date Issued:
8/14/2007
SITE ADDRESS: 1250 Woodhill Ave Unit#
Wayzata,MN 55391
PID: 02-117-23-24-0008
DESCRIPTION:
Proposed Use: Residential
Permit Class: General
Permit Type: Septic Permit Sub-type(s): New Septic System
DETAILS:
Approved per resolution#:
Separate permits required:
NOTICES/REMARKS:
FEE SUMMARY: Permit Fee: $ 100.00 Valuation: $ 0.00
State Surcharge Fee: $ 0.50
TOTAL FEE: $ 100.50
APPLICANT: Fyle's Excavating OWNER: United Healthcare Ins Co
9697 Harding Ave NE 1250 Woodhill Ave
Monticello,MN 55362 Wayzata MN 55391
THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED
AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF
MINNES• , BUILDING CODE REQUIREMENTS.
L � A
Sm-
A''L CANT PE' EE SIGNATU tl? SUED BY SIGNATURE
Copies: 1-File(Signatures Required), 1-Applicant, 1-Monthly Reports, 1-Assessing,(If Septic, 1-Septic) Page 1
Rug 06 07 06: 33a FYLE 'S 1 ^ 7632955422 p. 2
R-1000'
OVXAT
CITY OF ORONO SEPTIC SYSTEM PERMIT APPLICATION
Box 66(2750 Kelley Parkway)
Crystal Bay,Mn 55323
JOB SITE ADDRESS 1250 Woodhill Avenue Orono, MN
Occupancy Type: Residential ✓ Commercial _ Other _
Permit Type: New or Replacement System $100.00 100.00
Repair Existing System $ 50.00
(Tanks or Drainfield)
$0.50 State surcharge added to above fees
* See fee schedule for non-residential permit fees
Keanecke) nc Coni-ra_c*oC f'o ic.R t /in ' -i ASS
Owner's Name: Phone Number:
Mailing Address: City: Zip:
Contractor's Name: Fyle's ExCavatinq Phone Number: (763) 295-2511
Mailing Address: 9697 Harding Ave NE City: Monticello Zip: 55362
***DO NOT MAIL PAYMENT WITH THIS APPLICATION***
GENERAL INSTRUCTIONS
1. Applications for septic system permits may be mailed or submitted in person at the City
Offices; however,permits will not be mailed out. The permit must be picked up in person
at the City Offices and work must not begin unless the permit card is on the job site.
2. Permits will be issued only to contractors holding a Minnesota Pollution Control
Agency(MPCA) Septic System Installers License.
3. All work must be done in accordance with the approved septic system design. Design reports
are not considered approved unless accompanied by the "City of Orono Septic System
Approval"cover sheet signed by the City Inspector.
4. The following inspections will be required for all septic systems:
A. Pre-installation site inspection to include inspector, installer, and general contractor.
B. Tank installation prior to covering.
C. Drainfield trench installation prior to covering. For mounds, inspection is required after
rough up but prior to sand placement(sand will be jar tested for silt content),and again
during pressure distribution piping installation in the rock bed.
D. Final inspection to verify proper final cover depths and to verify that all pump stations
(where required)components are functional and comply with codes.
5. Individual holding MPCA Installers License shall be present during all inspections. A24-hour
notice is required for all inspections.
NOTE: Applicant must initial all spaces. Fill in all appropriate blanks and check all appropriate
Rug 06 07 06: 31a FYLE 'S 7632955422 p. 3
boxes. 61 R„6im 6)500.0
1. I have received a copy of the system design including the City of Orono Septic
System Approval Cover Sheet.
qk 2. 1 will be installing the following: — Ex 15i i n cI
A. Tanks: _ Precast Concrete _Other Manufacturer__ ._ _
Tank Capacities: 1) gal. 2) gal 3) gal
B. Pump Station (if required)
Pump make& model( o LW' ?Z 51 (attach pump curve&
literature); system design requires 3g gpm at a3 feet of head.
High water alarm make &model �'r \-D,m 61'tus . Outside
electrical work to be completed by installer et electrician other.
C. Treatment System:
Trenches: s.f. I Mound
Depth of rock below pipe " Rock bed dimensions 10 ' x 50 '
_ Drop Boxes Sand bed dimensions 70 ' x 40 '
Distribution Box Pressure Dist. Pipe Diam. 2 "
Manifold Pipe Diam. 2 "
D. Final Cover/Topsoil to be: borrowed from site
(show location on site plan)
X trucked in
The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit,
agrees to do all work in strict accordance with ordinances of the City and the regulations of the State
of Minnesota,and certifies that all statements made on this application are complete,true and correct.
Signature of Applicant gicalar � Date: 08/05/07
MPCA License No. L-880
Reset Form
Staff Review: Approval Denial
Reviewer: / ,LJ Date: r 7-07
Reason for Denial:
Aug 04 07 07: 48a FYLE 'S 7632955422 p. 2
TOTEM Mann
BEDROOMS. ANY INCREASE IN NUMBER
OF BEDROOMS INVALIDATES THIS DESIGN.
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License#810
11481 Riverview Rd.NE,Hanover,MN 55341
(763)498-8779 Fax(763)498-8290
July 13,2007
Patrick Hanily&Associates
1250 Woodhill Ave.
Orono,Hennepin County
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 seasonally saturated soils were located at 26"-36"(mottled soil).Due to the seasonally 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 13 MPI.
The existing septic system does not conform to the state code chapter 7080.
The existing tanks and lift station may be used upon approval of the local inspector.
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 years for two tanks.
Sincerely,
Joseph J.Olson CITY OF URS
RT PTTC PE i1+ll 'BLAH RE 1E C'itON u i„oPY
TNSPECTOR 1✓1-•l_��.t ,.,,,,,,,;�,�
DATE -7-o7 PERMIT NO.
APPftO\'Pi)AS SI'H\!IT Ilf)
API'.<(iA'I ft \�rill ll r f lttNS \S VOT8p
AOT APPIC( \i „-<(iH I .y H ‘c; \nT
These comments are for your All work shall he dun
in full compliance with all applic true,c l:c and coning code.
Requirements including items not specifically noted in this review.
KEEP TRIS PLAN SET ON SITE AT ALL TIMES
ORONO COPY
Rug 04 07 07: 48a FYLE 'S 7632955422 p. 3
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Aug 04 07 07: 48a FYLE 'S 7632955422 p. 5
Job#
Prooawaur
University of Minnesota Mound Design Worksheet
Greater than 1%Slopes
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)
Number of tanks/compartments 0
Effluent Fitter (yes/no) yes
'C-1 Septic Tank Capacity in Gallons
Number of Minimum Capacity with Capacity with
Bedrooms Capacity Garb.Disp. Disp.and Lift
2 or less - '4`r 1125 -r
3 or 4 K< i ;' 1500 ' $t
•
5or6 �, t'At:' 2250
7,8or9 ga �,.y 3000 @<<
C. SOILS(Site evaluation data)
1. Depth to restricting layer= 2.1 feet
2. Depth of percolation tests= 12 inches
3. Texture loam
4. Soil loading rate(see Figure D-33) 0.60 9Pdl ft2
Percolation rate 10 MPI
5. %land Slope 9.0 %
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 ft2/gpd= 500 f
2. Determine rock layer width =0.83 ft`lgpd x Linear Loading Rate(LLR)(see LLR chart)
0.83 ft2/gpd x 12.00 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
500.0 ft2 / 10.0 feet= 50.0 ft
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
500.0 X 1.0 ft= 500.0 ft3
2. Divide ft3 by 27 ft3lyd3 to get cubic yards
500.0 ft3 / 27 = 18.5 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
18.5 yd3 X 1.4 ton/yd3 = 25.9 tons
Page 1 of 5
Aug 04 07 07: 49a FYLE 'S 7632955422 p. 6
•
F. ABSORPTION WIDTH Absorption ratio: I 2
1. Absorption width equals absorption ratio times rock layer width
2.00 x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH&LENGTH(Greater than 1%)
1. Downslope absorption width=absorption width minus rock layer width
20.0 feet - 10.0 feet= 10.0 ft
2. Caiaulate mound size
UPSLOPE
a.Depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3.0 ft - 2.1 ft= 1.0 ft
b.Mound height at the upsiope edge of rock layer=depth of clean sand for separation(G2a)
at upsiope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+1ft+1 ft= 3.0 ft
c.Upslope berm multiplier based on land slope(see figure D-34)
Selected berm multiplier: 3.03
d.Upslope width=berm multiplier(G2c)times upsiope mound height(G2b):
3.03 x 3.0 ft = 10.0 ft
DOWNSLOPE
e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100
10.0 ft x 9.0 % /100= 0.9 ft
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)
0.9 ft + 3.0 ft= 3.9 ft
g.Downslope berm multiplier based on percent land slope(see Figure D-34)
Selected berm multiplier. 5.18
h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2f)
5.18 x 3.9 = 20.0 ft
i.Select greater of G1 and G2h as the downslope width 20.0 ft
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i)
10.0 ft+ 10.0 ft+ 20.0 ft= 40.0 ft
k.Total mound length is the sum of upsiope width(G2d)plus rock layer length(D3)plus upslope width(G2d)
10.0 ft + 50.0 ft+ 10.0 ft= 70.0 ft
Final Dimensions (slope>1%) 40.0 ft x 70.0 ft
I hereby certify that all work has been completed in accordance with all applicable ordinances,rules&laws.
(signature) 810 (license#) 7113/2007 (date)
Page 2 of 5
Rug 04 07 07: 49a FYLE 'S 7632955422 P. 7
4'inspection pipe
o 0 12"topsoil
•
1.0
.final grade
•
Restrictive layer 2.1
_ � 1
10.0 10.0 20.0
4 •• ►, 4.
30.0
• S.
absorption width
Mound Detail: Land slope> 1%
•
10.0
Upslope berm:
Rockbed
10.0 Width: 10.0 10.0
Total Length: 50.0
Width:
40.0
Downslope berm: Downslope absorption width:
20.0 10.0
•
. �
4 Total length: 70.0
Notes:
Divert surface water away from mound.
Page 5 of 5
Rug 04 07 07: 49a FYLE 'S 7632955422 p. 8
• University of Minnesota Pressure Distribution System Design - 10/25/04
AM boxed rectangles crust be entered,the rest MN be calculated.
sZV..0C
1. Select number of perforated laterals: I 3 I Torsartp �
2. Select perforation spacing= 3 ft
3. Since perforations should not be placed closer that 1 foot to T,the edge of the rook layer(see diagram),subtract 2 feet from t_cz
�nrn�.k
the rock layer len!
1I 50 -2 ft- 48 ft
i
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. Select perforation size 1/4 inch
6. 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 Maxhuum Number of 1/4 inch perforations E-5 Maximum Number of 3/16 inch perforations
per lateral to guarantee<10%discharge variation per lateral to guarantee<10%discharge variation
Perforation Perforation
Spacing Pipe Diameter Spacing Pipe Diameter
ft 1 inch 1.25 inch 1.5 inch 2.0 inch feet 1 inch 1.25 inch 1.5 inch 2.0 inch
2.5 8 14 18 28 2.5 12 19 25 39
3.0 -:.1).. 37',.
13 : 1T :: 26. : 3 1118 --24..:::
3.3 7 12 16 25 3.3 10 17 23 36
-4.0 M :-33
�. • 11 15 .:: � 4 10,. ' r'1�' ,. •:� 21.� ,
5.0 6 10 14 22 5 9 15 20 31
7. A.Total number of perforations=perforations per lateral(5)times number of laterals(1).
17 perfs/tat x 3 laterals= 51 perforations
B.Calculate the square footage per perforation.
Recommended value is 6-10 sqft/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
8. Determine required flow rate by multiplying the total number
of perforations(6A)by flow per perforations(see figure E-6)
51 perfs x I 0.74 jgpm/perfs= 37.7 gpm
E-6 Perforation Discharge In GPM
Head Perforations diameter
(feet) (inches)
3/16 7/32 1/4
1° 0.42 0.56 0.74
• :.1',':': 0.59 ' 0.80 1.04 ..
5 0.94 1.26 1.65
a. Use 1.0 foot for sing le-farnaly homes. 1 ---- -- - •-I
b.Use 2.0 feet for arrylhng else . , 1
9. Determine Minimum Pipe Size
A. Manifold on End. If laterals are connected to header pipe • �,
as shown in Figure E-1,to select minimum required lateral Fa.•E-1:MVMbd woad of Elva'Worn
diameter,enter figure E-4 or E-5 with perforation spacing and
number of perforations per lateral.Select minimum diameter
for perforated laterals= 2.0 inches
B. Center Manifold. If perforated lateral system is attached to In •c.nw.'°""ae."°'°'""d"°- -
In m. .Mr.
.
manifold pipe 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 A. Using these values,select -
minimum diameter for perforated lateral= L 1.5 inches - `
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
A (signature) 810 (license#) 07/13/07 (date)
Aug 04 07 07: 49a FYLE 'S 7632955422 p. 9
University of Minnesota Pump Selection Procedure - 10!25104
All boxed rectangles must be entered,the rest will be calculated.
OKslre
1. Determine pump capacity: 'rm re
nim
t:Hr
A. Gravity Distribution Pwoo
1.Minimum required discharge is 10 gpm
2.Maximum suggested disrge is 45 gpm
For other establishments att 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
&point of discharge
Selected Pump Capacity: 38 gpm iota' pipe
length
2A.elevation
Inletdifference
2. Determine Total Dynamic Head(TDH) pipet"-"'""lil"""--
A. Elevation difference between pump and point of discharge.
16 feet ,r......
B. Special head requirement?(See Figure-Special Head Requirements)
5 feet Special Head Requirements
Gravity Distribution Oft
C. Friction loss in supply pipe Pressure Distribution 5ft
1. Select pipe diameter , 2 lin
2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(C1)
Read friction loss in feet I-r 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 friction loss in fittings. (gpm) 1.5' 2.0' 3"
Pit• lent I times 1.25=equivalent pipe length 20< 2.47.•:, 073 0.11
60 ft x 1.25= 75 feet 25 3.73 1.11 0.16
30 5. 3 "155 023
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 -\.'72,04,-; 039
Friction Loss= 2.64 ft/100ft X 75 ft 1100= 2.0 feet 45 11.07 3.28 0.48
50 13.46 39 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
16 ft + 5 ft + 2.0 ft 65 _6.48 0.95
70 _ 7,44 1.09
Total Head: 23.0 feet
3. Pump Selection
1.A pump must be selected to deliver at least 38 gpm(1A or B)
with at least 23.0 feet of total head(2D).
i hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
(signature) 810 (license#) 7/13/07 (Date)
Page 1 of 1
Aug 04 07 07: 50a FYLE 'S 7632955422 p. 10
Logs of Soil Borings
License#810
Location or Project: 1250 Woodhill Ave.
Borings made by: Rusty Olson's Soil and Perc testing 7/9/2007
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_99.4_ Mottled Soil at 2.1_feet
0"-8"Dark brown loam 10yr312 H2O present at X_
8"-16"Brown loam 10yr4/4
16"-26" Brown loam 10yr5/4
26"-30"Rusty brown silty loam 10yr6/4
Boring Number_2_Surface elevation 99.4Mottled Soil at 3.0_feet
0"-8"Dark brown loam 10yr3/2 H2O present at X_
8"-16" Brown loam 10yr4/4
16"-36"Brown loam 10yr5/4
36"-42"Rusty brown sandy loam 10yr5/4
Boring Number 3_Surface Elevation_97.9 Mottled Soil at 2.1 feet
0"-8" Dark brown loam 10yr312 H2O present at X__
8"-16" Brown loam 10yr4/4
16"-26" Brown loam 10yr5/4
26"-30"Rusty brown loam 10yr5/4
Aug 04 07 07: 50a FYLE 'S 7832955422 p. 11
• •
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:41 A.M. On 7/10/07
Location: 1250 Woodhill Ave.
Hole number: 1
Date hole was prepared: 7/09/07
Depth of hole bottom_12"_inches, Diameter of hole 6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-8" Dark brown loam 10yr3/2
8"-12" Brown loam 10yr414
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 07/09/2007 At 12:00 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
I Time Time Depth Drop in H2O Perc Rate
9:51 10:21 6" 3.5 8.6
10:24 10:54 6" 3.3 9.1
10:55 11:25 6" 3.2 9.4
AVERAGE PERC. RATE 9.0 MPI
Aug 04 07 07: 51a FYLE 'S 7632955422 p. 12
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:41 A.M. On 7/10/07
Location: 1250 Woodhill Ave.
Hole number: 2
Date hole was prepared: 7/09/07
Depth of hole bottom_12",inches, Diameter of hole_6" inches.
Soil data from test hole:
Depth, inches Soil texture
0-8" Dark brown loam 10yr312
8"_12" Brown loam 10yr414
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 07/09/2007 At 12:00 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
9:52 10:22 6" 3.0 10,0
10:23 10:53 6" 2.8 10.7
10:56 11:26 6" 2.8 10.7
AVERAGE PERC. RATE 10.4 MPI