HomeMy WebLinkAbout2008 - 00351 - new septic CITY OF ORONO PERMIT NO.: 2008-00351
2750 KELLEY PARKWAY
ORONO,MN 55356- DATE ISSUED: 10/31/2008
(952) 249-4600 FAX: (952)249-4616
ADDRESS 44 : 4665 WEST BRANCH RD
PIN : 07-117-23-22-0015
LEGAL DESC : WEST BRANCH HILL
: LOT 001 BLOCK 001
PERMIT TYPE : SEPTIC
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : NEW
APPLICANT SEPTIC NEW 100.00
ES&SONS EXC. INC. STATE SURCHARGE SEPTIC 0.50
263 82
263 82ND STREET S.E.
MONTROSE,MN 55303- TOTAL 100.50
(763)479-1762
Minnesota State License#: 640
OWNER
GROVE,JOHN&CARMEN
4665 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
revoked im for due aus .
---...4. lb 1 v ,or
.,-,,,,, , ,
Applicant Permit a at re Date Issued B�ture I e Date
Y a
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIB a ABOVE.
Cit of Orono lam' FOR CITY USE ONLY
r
PO Box66I0 3 Date Received: 'iii Permit#& t- s�2750 Kelley Parkway
' ,, Crystal Bay,MN 55323
'' ; 4tI' (952)249-4600 Amount $ /Pd
fro$
CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION
(All permits must be approved by the On-Site Septic Manager and/or Building Official)
Site Address: Lf (0 f v`-'-`-‘4-- ('`---C'
C(A✓N\Qv� CU3 Le IAA �{
Owner: .�� � rove Mailing Address: (/ 6 5- w. 13,,,, k K--I-
City: ()vo--,,\_,,,:::. Zip:
Home Phone: Alternate Phone:
Q cls c .._gsw .
Contractor/App.: (n y &3 + S,,---h S Contact Person: 2 A
LE
Address: 2 G 3 t 5 f_ 5 e- , State License #: `'
City: // `f'o�e Zip: C--(----3(,..3 Expiration Date: Pec • v
Phone: 7 ? f 7 f- (762— Alternate Phone: 1.,(2- 6 F5- —9 SSU
,,,.„ :....`7 ,<..._sr.''..�,<.._, _......,....ren .. -:,„,„„„,s LuhYw !c. ) ` > r. F[ f, ' fei 7:'a”sl :t k', _+ 4
,ii(Residential El Commercial ❑ Other
New or Replacement System $100.00 /0() v-
Repair Existing System 50.00
(Tanks or Drainfield)
State Surcharge .50 .50
Total $ j000,5-0
V:\(Permits)\Septic System Permit Application.doc
1 /2
6; '`
L.`kr'-. 'q 1"` 3 1- g' r-i � _
I will be installing the following:
Tan
Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other
(list manufacturer)
Number of Tanks:
Ltc.ti. 01-. 2Kt57(t....j 2 4.A„..,
AI ',Ilk) Size of Tanks: /000 (000 /o 00
Treatment System
\/ Trenches s.f.
Mound 1770 s.f. /o � y/ '
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 ' 7'eS Date: (6-
MPCA License No.: 6 VD
Staff Review: Accept ❑ Denied
Reviewer: / // / ites
./ Date: /0 `'
Reason for Denial:
Comments (to be printed on inspection card):
V:\(Permits)\Septic System Permit Application.doc
2 / 2
NG
"P l ES TI INC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
CITY OF ORONO FAX (763)-497-5011
SPPTIC ER N EW State License #394
INSPECTO
April 29, 2008 DAT a PERMIT NO.
APPROVED AS SUBMITTED
Carmen Coyle APPROVED WITH CORRECTIONS AS NOTED
NOT APPROVED-CORRECT&RESUBMIT
4665 West Branch Rd. These comments are for your information. All work shall be dor. rR.ONO COPY
Orono, Henn. Co., MN In full compliance with all applicable septic and zoning code.
Requirements including items not specifically noted in this review,
KEEP THIS PLAN SET ON SITE AT ALL TIMES
This site has an existing on-site sewage treatment system which has been classified as
non-compliant by the City of Orono & must be replaced by 12-31-2010.
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 soils on this site are a clay loam. The periodically saturated soils were located at
24" & 28" (redox features). Due to the seasonally saturated soils, a Pressurized Mound
System will need to be installed to treat septic effluent. The bottom of the rock must be
located at least 3' above the saturated soils.
The soils at a depth of 12" have a percolation rate of 12.0 mpi. ORONO COPY
The existing tanks may be used if water tight. If not water tight, the tanks will need to
be abandoned, pumped & filled with soil & 2 new 1000 gallon tanks & a 1000 gallon
pumping chamber will need to be installed. An effluent screen with an alarm must be
installed at the outlet of the 2nd tank. This will most likely require a new tank in order
to service the screen.
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 weather proof enclosure. A warning device must be installed with a light
and sound device, this is in case of a pump failure.
The manifold and supply line pipe must have back drainage to the pumping chamber.
The distribution pipes shall have their ends capped. Be sure the rock and sand fill
material are clean. The sod layer below the entire mounded area must be turned over,
just break up the sod, be sure not to over work.
1 THIS SYSTEM IS DESIGNED FOR
ORONO COPY __,_BEDROOMS. ANY INCREASE IN NUMBER
OF BEDROOMS INYAUDATES THIS DESIGN.
If the tanks have less than 2' of cover, the lids, risers & maintenance hole covers must
be insulated to a value of R10.
Cleanouts for each later must be installed & be accessible from finish grade in an
irrigation box with a ball valve.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
Keep all heavy equipment off of the proposed treatment area before and after
construction. The treatment area should be marked off before construction. This
Design is not valid & the system will need to be relocated if failure to protect the areas
proposed for On-Site Sewage Treatment occurs.
MANAGEMENT PLANS:
The tanks need to be pumped every 2 years. Check with your pumper to set up a
schedule.
System inspected for wet areas by owner & or Inspector as determined by the local unit ,
of government.
Any other requirements as determined by the local unit of government
With proper installation and maintenance, this system should have no problem in
treating septic effluent effectively.
Nothing other than human waste, toilet tissue, laundry, showers, water softener etc.
should be disposed of into the septic tanks. Recommend Iron filters be diverted out of
the system. Recommend to divert the water softner also if the iron filter is diverted.
Garbage disposals are not recommended, due to adding more solids & fine solids
passing through to the system. Excessive amounts of soaps, antibacterial soaps,
cleaning agents, shower cleaners used every shower & chlorine agents may kill the
bacteria needed to treat septic effluent. Additives are not recommended. Recommend
laundering be limited to 3 to 4 loads per day.
Steven B. Schirmers
2
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I . Note: Tlics system is to be constructed to meet
t A..1 TBrkt 2?.."
\\..,1. '' NY;,k) 's, • _ ._
Chapter 7080 & Lcal Or
(--7---, ,--- -1,-, op the Knnesola Pollution ContYol Agency
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DO CN)\ ' \ Check all underground utilities
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Da! : 4'/15/0F. PH 763-497-356 6
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4;55 f.Q'W use, IGLc
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.SET- BACKS t. !o' ,j; a
HOUSE ' System must be:, [\ 1`
-Tank.. from property fines X- S'tse'ti(1,..X 'c10.SAN_. W\'per
kern wilts
D from.btdgs.
'reotmer* area — I fain lakes, ,So' }�
- Treatment area aro -from property fines r NO1EQ Power supply and s"" rnlsf be located iri a
Mays N1 %MA`4' - 221as from wetts10!"1°'4"•nom+ Weat14( C er dos�re outside the pc nVing camber end rnonhele
• 1x
13AFree_ .>+u*. .�;frorn bldgsms -sem'
. 'a ?s2, from trees y __ SOIL• BORING' :EL WA?IONS
' lIrma- l t- . t
aro min. - .s t of
Th.l �L..
1 so — 1 "d n suPPtY P , g ,g %TH:2 EL.-101,
TeaTonle - ala'- TH'3EL- of R
,Drop to Tank P TH"4 EL:
Adan.r to 8' 1 �g�'1 1 oxa gq m:�5 EL
3�4.nx,t"la4' � 4 � �`�s ��i_ocil E.EVATlON at PROPOSED FUMPWG
. Chamber loop V-i R-94.1 t, ,, .9.�e �.h-t? a9.o to 6"ilia.pipe CHAMBER-
SYSTEM DEStGA1 -MOUND - _,Co?
LAou�x,�}-1-�'-K'E.xts-isa 4trs-1Y-^ 9 S•i6
TYPE-1,..3._BECROCMt , •pare:roge:percolaton rate •a minTTxxh(cletign.873sqlt treatment area per gal.of dally sewoge.flcw) �y�c -r0 61-
.L-1--L.g1-/day x.83sgR/got. sq.ft.of treatment area 410%.= lo sq.ft. (.pftwrd r. 4! fuengttti of bed area 4side slope run_±.io t 7,2a.heir= LA i fi x?a f hares neededr A v.,
Clean rack needed- 4Q sq.ft.treatment area x..1.11-1.depthcf rode= 12ca.ft:-27= 1 kuyds.(3/4sta 21/-2‘era._,iratdes Zc#rock obese pipe) loo-e... 5A '0t• i•4'Qi)r,
L Clean frl-blow rock needed 1 to acyds. appcox. , san y barn back f .1 . ard .a * to5 yspprox., psoo 6" 4u.yd.-fir° '- --�.9�:.Ao:�o -Co -fe�so� - - ?_ GK-o
co tvwck- , tL
Number of ionks required ,, 1st iark O(: gol.;2nd ionic 0C)goL mimuns fes S ?arm Yti N 1� 4N�m$t.•ta-- -- _: j f.�N�t-�
Purr>ang chamber capacity- 25%'of doily sewoge flaw of..L .gat.=}t'E-gal+reserve slaroge of 15 0 ga 3./Bim_LFA`,d got.+pipe bock droinoge—
PftOPERTY 0": e 1-1-. --- < ::"-{.�
of gal./100tin:f.of "da.srpply pipe, aft.needed a30 , ..1.L.gal..'manifold 1931./1001iraft of Rdia.pipe,trlftneeded", -_got y �/ -� S' e -� t 1s, mac,
total cQpocity needed CSG..got-(Plus area for pump) t rr n. /coo cct 1.ca p. Cr ya.c) :1 {� ',Q.4,.I 6 D t
Distribution pipe )1/.2' ,,' 1 10 Gn.f t,—1-'_+ilia. perforations.i aporf
Pump sizet� hp. (pumpobte capacity Imo_got.4cycles/day) a. 7 r ' . .o e �c,s •15d.1allom-- z I csb,l tn.n. .
S-P TEST/NG /NC.
Note i When constructing bed , this area should be shaped Note= Distance from treatment'ores io neighboring wens-- ,4 L_ .- -----
,, , t Designed 9y=
10 divert run-off from entering treatment area. Vr = - 'C�t I Dote- 125/ci , PH_ 612-497-3566
MOUND DESIGN WORK SHEET(For Flows up to 1200 gpd) _
A. Average Design FLOW
A-1: Estimated Sewage Flows in Gallons per Day
number of
Estimated 1.I,0 gpd (see figure A:1) bedrooms Class I Class II Class Ill Class IV
or measured — x 1.5 (safety factor) = gpd 2 300 225 180 60%
3 450 300 218 of the
4 600 375 256 values
B. SEPTIC TANK Capacity 5 750 450 294 in the
6 900 525 332 Class I,
a—i gallons (see figure C-1) 7 1050 600 370 II, or Ill
8 1200 675 408 columns.
C. SOILS (refer to site evaluation) C-l: Septic Tank Capacities(in Ballon)
Liquid capacity
Number of Minimum Liquid Liquid capacity with with disposal&
1. Depth to restrictinglayer = a.o t ..3Capacity g
feet Bedrooms arbage disposal
Pa ylift inside
2. Depth of percolation tests = /. 6 feet 2 or less 750 1125 1500
3. Texture c.L.)V. 40 r07\ 3 or 1000 1500 2000
5 or 1500 2250 3000
Percolation rate ))...0 mpl 7,8 or 9 2000 3000 .114
4. Soil loading rate .4.S--- gpd/sqft (seep figure D-33)
5. Percent land slope_ 1 % !
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow (A) by 0.83 to obtain required rock layer area.
1ç3gpd x 0.83 sqft/gpd 30 z� ;sgft-a l0°20 1150lar
2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR)
0.83 sqft/gpd x ) ). gpd/sqft = 10 ft Mound LLR
3. Length of rock layer = area _width =
" L4)D sqft (D1) = 10 ft (D2) = / ft < 120 MPI <12
E. ROCK VOLUME > 120 MPI < 6
1. Multiply rock area (D1) by rock depth of 1 ft
to get cubic feet of rock
1-4I o sqft x 1 ft = 4i 0 cuft
2. Divide cuft by 27 cuft/cuyd to get cubic yards
410 cuft - 27 cuyd/cuft = 15 cuyd
3. Multiply cubic yards by 1.4 to get weight of rock in tons
15" cuyd x 1.4 ton/cuyd = Al tons
D-33: Absorption Width Sizing Table
F. SEWAGE ABSORPTION WIDTH Percolation Rate Loading Rate
in Minutes per Soil Texture Gallons Absorption
•Inch per day per Ratio
(MPI) square foot
Faster than 5 Coarse Sand 1.20 1.00
Medium Sand
Absorption width equals absorption ratio (See Figure D-33) Loamy Sand
Fine Sand
6 to IS .. • • 1
times rock layer width (D2) 16 to 30 Loam 0.60 2.00
31 to 45 Silt Loam 0.50 2.40
1 Silt
1
.LF/ x 1 o ft = 'J.Isp e r2 ft 46 to 60 Sandy Clay Lo, 1 2.67
Silty Clay Loam
Cloy Loam
61 io 120 Silty Clay 0.24 5.00
Sandy Clay
Clay
' Slower than 120•
"5ynem designed for Jxse soils must be offer or r.erfomraoce
J
Lands]ope > 1% slope
G. MOUND SLOPE WIDTH & LENGTH
(13ndslope greater than 1%)
,351 t over 1711t*,,,
1. Downslope absorption width = absorption width (F) r,s"' Q31p., oe,° `°
minus rock layer width (D2) ' ° ''::::!'!:4I4:! -!!'!!: : ,,,,, 6"Topsoil
.�. '-"l .: n aean Sand ft i i i � �
Vit, /? ft- /0 ft = 19 ft
Restricting L y r
Upslopq iVidthl(G2d) Rork V�Ird l h(D2) Do"'ns„ope Widlh(ry21) N
2. Calculate mound size - S� - tl ��
UPSLOPE
! MIMI
a. Depth of clean sand fill at upslope edge of
Absorption WIT_ynd(F)
rock layer = 3 ft minus the distance to restricting layer (C1) zt f
3ft- (.0-► ft = 1.0 ft
b. Mound height at the upslope edge of rock D-34: SLOPE MULTIPLIER TABLE
layer = depth of clean sand for separation (G2a) Land UPSLOPE DOWNSLOPE
Sloppltipliers for various multipliers for various
e, mu
at upslope edge plus depth of rock layer (1 ft) in/ slope ratios slope ratios
plus depth of cover (1 ft) I 3:1 4:1 5:1 6:1 7:1 8:1 3:1 4:1 5:1 6:1 7:1
1.0 ft + ift + lft = 3.0 ft 03.0 4.0 5.0 6.0 7.0 8.0 3.0 4.0 5.0 6.0 7.0
2.91 3.85 4.76 5.66 6.54 7.41 3.09 4.17 5.26 6.38 7.53
c. Upslope berm multiplier based on land slope
3.07:!, (see figure D-34) 2 2.83 3.70 4.54 5.36 6.14 6.90 3.19 4.35 5.56 6.82 8.14
3 2.75 3.57 4.35 5.08 5.79 6.45 3.30 9.54 5.88 7.32 8.86
d. Upslope width = berm multiplier (G2c) times
9 2.68 3.45 4.17 4.84 5.46 6.06 3.41 4.76 6.25 7.89 9.72
upslope mound height (G2b):
5 2.61 3.33 4.00 4.62 5.19 5.71 3.53 5.00 6.67 8.57 10.77
."--. -t7--f.:?' x : .0 ft = ..-7 ft
6 2.54 3.23 3.85 4.41 4.93 5.41 3.66 5.26 7.14 9.38 12.07
DOWNSLOPE 1
2.48 3.12 3.70 4.23 4.70 5.13 3.80 5.56 7.69 10.34 13.73
e. Drop in elevation = rock layer width (D2) times
2.42 _LC7 3.57 4.05 4.49 4.88 3.95 (..1.5.8 8.33 11.54 15.91
percent landslope (C5) = 100 9 2.36 2.94 3.45 3.90 4.30 4.65 4.11 6.25 9.09 13.04 18.92
/0 ft x �l� % ± 100 = r q ft 10 2.31 2.86 3.33 3.75 4.12 4.44 4.29 6.67 10.00 15.00 23.33
f. Downslope mound height= depth of clean 11 2.26 2.78 3.23 3.61 3.95 4.26 9.98 7.14 11.11 17.65 30.4?
sand for slope difference (G2e) at downslope 12 "
2.21 2.70 3.12 3.49 3.80. 4.08 4.69 7.69 12.50 21.43 .93.75 i
rock edge plus the mound height at the t f
upslope edge of rock layer (G2b) !
3..0 ft + r t ft = 3.,,,e ft
g. Downslope berm multiplier based on percent land slop
5.51,` (see figure D-34) S,
h: Downslope width = downslope multiplier = � �`'
Upslopey_Jid th(G2d)
(G2g) times downslope mound height (G2f) `ll 1 1 ft
.c..Z rbF x J• ft = ft ! Upslope f idth(G2d) Rock Width(D2) f(}f t Up�dope Widt}t(G2d)
i. Select the greater of Gi and G2h as theft
Length(D3) �l►
!,
downslope width: a.D., ft o "- a
i-- Downslope Width(G2i)th(G2i) ft
j. Total mound width is the sum of upslope ! Absorption Width(F) l
width (G2d) width plus rock layer width -d.?,- -_r t
(D2) plus downslope width (G2i)
Total Length(G2k) e 5" ft
'J ft + !o ft + ,, ft = 4 ) ft
k. Total mound length is the sum of upslope width (G2d)
plus rock layer length (D3) plus upslope width (G2d',)
`� ft + L-H ft + 9 ft = .5c) feet
?.. fi ,«_ s Final Dimensions:
'I
4 ) j X °a ,
1
I
I hereby certify that I have completed this work in accordance;with applicable ordinances, rules and laws.
e`- . /J 7, (-2 _ ,
�. �� (signature) �? � (license#) Li '•31. --P f`
, (date)
PRESSURE DISTRIBUTION SYSTEM Geotextile fabric
M- ,
1. ' Select number of perforated laterals 3 1 Quarter inch perforations spaced Q 3 } 1�
9 of rock
2. Select perforation spacing = 3•0 ft
-
Perf Sizing 3/16"- 1/4"
3. Since perforations should not be placed closer than 1 foot to Perf Spacing 1.5'-5'
the edge of the rock layer (see diagram),subtract 2 feet from
the rock layer length. E-4: Maximum allowable number of 1/4-inch perforations
l _ per lateral to guarantee<10%discharge variation
Rock layer length -2 ft `? ft perforation
spacing
4. Determine the number of spaces between perforations.
Divide the length (3)by perforation spacing (2) and round (feet) 1 inch 1.25 inch 1.5 inch 2.0 inch
down to nearest whole number.
2.5 8 14 18 28
Perforation spacing= 3'1 ft_ 3 ft= 1 spaces 3.0 _____8, _ 13 _ _17 26
5. Number of perforations is equal to one plus the number of 3.3 7 12 16 25
perforation spaces(4). Check figure E-4 to assure the number of 4,0 7 11 15 23
perforations per lateral guarantees <10% discharge variation. 5.0 b 10 14 22
1". spaces + 1 = l if perforations/lateral E-6: Perforation Discharge in gpm
6. A. Total number of perforations = perforations per lateral (5) perforation diameter-
times number of laterals (1) y head (inches)
11Ii F"11- (feet) 1/8 3/16 7/32 1/4
H y perfs/lat x 3 lat= 47- perforations
1.00 0.18 0.42 0.56 (0.74.,
B. Calculate the square footage per perforation.
Should be 6-10 sqft/perf. Does not apply to at-grades. 2.0b 0.26 0.59 0.80 1.04
Rock bed area = rock width (ft) x rock length (ft) 5.0 0.41 0.94 1.26 1.65
/0 ft x 4/ ft= i4 l0 sqft w ° Use 1.0 foot for single-family homes. h
Square foot per perforation=Rock bed area-number of perfs (6) b Use 2.0 feet for anything else.
4)0 sqft- HI- perfs = c').') sqft/perf
7. Determine required flow rate by multiplying the total number of • manifpldpipe
perforations (6A) by flow per perforation (see figure E-6) `✓ pipe frompass
i14 a,
9' - perfs x ,17`-1 gpm/perfs = 3I gpm end cop `O
8. If laterals are connected to header pipe as shown on upper %.,•
example,to select minimum required lateral diameter;enter oa(plpeefpbcoton
1pe from pump
figure E-4 with perforation spacing (2) and number of perforations Figure E-1:Manifold Located at End of System
per lateral (5) Select minimum diameter for
perforated lateral= 1ill- inches. Figure E-2:Manifold Located end cop
in the Center of the System
9. If perforated lateral system is attached to manifold pipe near
the center,lower diagram,perforated lateral length (3) and . morifoldpipe
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 = inches. leo" ollerralelo
o(pipe tom pump
pipe tom pump
•
I hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
1 g...
,,z-," „a. (signature) 7,9 4 (license#) }'a") P` (date)
PUMP SELECTION PROCEDURE
`11. 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 distribution work sheet
From A or it Selected pump capacity: 3 I - gpm
2. Determine_pump head requirements:
A. Elevation difference between pump and point of discharge? soil treatment system
l S feet &point of discharge
tlieW /04,0
B. Special head requirement? (See Figure at right - Special Head Requirements) total pipe
length
S feet 77 2A.elevation
inlet ;:_.,;:>::":''::'.,
C. Calculate Friction loss pipe difference
1. Select pipe diameter . in
2. Enter Figure E-9 with gpm (1A or B) and pipe diameter (Cl). ^^
Read friction loss in feet per 100 feet from Figure E-9 Special Head Requirements
Friction Loss =_f•i.e, ft/100ft of pipe Gravity Distribution 0 ft
3. Determine total pipe length from pump discharge to soil treatment Pressure Distribution 5 ft
discharge point. Estimate by adding 25 percent to pipe length for
fitting loss. Total pipe length times 1.25 = equivalent pipe length
F;9: Friction Loss in Plastic Pipe
a30 feet x 1.25 = a''q feet
Per 100 feet
4. CaIculate total friction loss by multiplying friction loss (C2) nominal
in ft/100 ft by the equivalent pipe length (C3) and divide by 100. pipe diameter
= ).(r, ft/100ft x '7,V q =100 = S ft flow rate 1.5" 2" 3"
!p,tn
D. Total head required is the sum of elevation difference (A), special 20 2.47 0.73 0.11
head requirements (B), and total friction loss (C4) 25 3.73 1.11 0.16
I S ft+_ S __ft+ ,g _ft = 30 5.23 1.55 _ 0.23
Total head: D.„( feet
35 6.96 2.06 0.30
40 8.91 2.64 0.39
3. JPuirap selection 45 11.07 3.28 0.48
- 50 13.46 3.99 0.58
55 4.76 0.70
A pump must be selected to deliver at least- 3 1 _gpm 60 5.60 0.82
(1A or B) with at least 2.5 feet of total head (2D) 65 6.48 0.95
70 7.44 1.09
I hereby certify that I have7c,ompleted this work in accordance with applicable ordinances, rules and laws.
1.--------
-- / , ^
., (-- ` 1 � ;4',...-A/.---'----.
_ ._._.-„".�'_,... (signature) 3'i Lt (license if) 4- ,,!'?-0 0 (date)
S-P TESTING INC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
FAX • (763) 497-5011
State License #394
LOGS OF SOIL BORINGS
Carmen Coyle
4665 West Branch Rd.
Orono, Henn. Co., MN
Borings completed on 4-28-08, with a hand bucket auger.
BORING NUMBER 1- Elev.101.7 - MOTTLED SOIL AT 24" - standing water present in the boring
at 14", 26 hours after the boring.
0 - 10" Topsoil dark brown loam 10YR 3/3
10" - 14" Brown clay loam 10YR 4/3
14" - 24" Yellowish brown clay loam 10YR 5/6
24" - 32" Yellowish brown clay loam 10YR 5/6 - distinct mottles 10YR 7/1, 10YR 6/8
32" - 38" Pale brown clay loam 10YR 6/3 - distinct mottles 10YR 7/1, 10YR 6/8
38" - 48" Gray brown silty loam 10YR 5/2 - distinct mottles 10YR 7/1, 10YR 6/8
BORING NUMBER 2- Elev.101.4 - MOTTLED SOIL AT 28" - standing water present in the boring
at 16", 26 hours after the boring.
0 - 18" Topsoil dark brown loam 10YR 3/3
18" - 28" Dark gray brown loam 10YR 4/2
28" - 36" Dark gray brown clay loam 10YR 4/2 - distinct mottles 10YR 6/8
36" - 48" Gray brown clay loam 10YR 6/2 - distinct mottles 10YR 7/1, 10YR 6/8
BORING NUMBER 3- Elev.101.9 - MOTTLED SOIL AT 24" - standing water present in the boring
at 11", 26 hours after the boring.
0 - 12" Topsoil dark brown loam 10YR 3/3
12" - 24" Brown clay loam 10YR 4/3
24" - 32" Brown clay loam 10YR 5/3 - distinct mottles 10YR 6/8
32" - 36" Brown clay loam 10YR 5/3 - distinct mottles 10YR 7/1, 10YR 6/8
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, Inc. on 4-29-08 starting at 10:50am.
Test hole location Coyle, 4665 West Branch Rd., Orono.
Test hole numberi. Date test hole was prepared 4-28-08.
Depth of hole bottom 12 inches. Diameter of hole 6 inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 10" Topsoil dark brown loam
10" - 12" Brown clay loam
4
4
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 4-28-08, 9:00am. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon.
Maximum water depth above hole bottom during test is 6 inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
10:40 prefill 6
10:50 11:20 6 2-1/2 12 30 min
11:23 11:53 6 2-1/2 12 30 min
11:54 12:24 6 2-1/2 12 30 min
Percolation rate = 12.0 minutes per inch.
CER TIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, Inc. on 4-29-08 starting at 10:51am.
Test hole location Coyle, 4665 West Branch Rd., Orono.
Test hole numbed. Date test hole was prepared 4-28-08.
Depth of hole bottom 12 inches. Diameter of hole 6 inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 12" Topsoil dark brown loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 4-28-08, 9:00am. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon.
Maximum water depth above hole bottom during test is 6 inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches - minutes per inch Remarks
10:40 prefi I I 6
10:51 11:21 6_ 3 10 30 min
11:22 11:52 6 3 10 30 min
11:55 12:25 6 3 10 30 min
— — L— —
Percolation rate = 10.0 minutes per inch.
' /
DATE TIME V
CITY OF ORONO CALLED IN /D 3/^OUQ
INSPECTION NOTICESCHEDULED 1/-3-08 Li:oa
PERMIT NO. a"al -4D35-/ COMPLETED
ADDRESS L/lp65 G '3ra-etc/L. /0...d
OWNER CONTR. _Mr .4 (,Se-X4
TELEPHONE NO. 6/2- (28S- 9550
-7-794
Ks-
>.•- DESCRIPTION (f�747C I OLA". 8
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❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/FILLING
ct ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS
Q ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ TREE REMOVAL
• ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION
Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS
❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT
Q Ill DEMO-FINAL 4SEPTIC INSTALL. ❑ FOLLOW-UP
_ ❑ PLUMBING RI " 'TIC FINAL ❑ HARD COVER REMOVAL
v CIPLUMBING FINAL ❑ FOUNDATION/REMOVAL
sT OWNER/CONTRACTOR TO MEET YOU:_YES_NO
o COMMENTS:
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2• I VORKSATISFACTORY:PROCEED ❑ PROJECT COMPLETE
W ElCORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
tZ ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
ti BEFORE COVERING
PERMANENT
II CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN
INSPECTOR WILL RETURN
ElSTOP ORDER POSTED.CALL INSPECTOR ❑ CITATION ISSUED
❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
Owner/Contractor on site:
Inspector. LIZ-X63
White Copy/Inspector's File Canary Copy/Site Notice