HomeMy WebLinkAboutseptic design-2001 SEPTIC SYSTEM APPROVAL
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: .,_ CITY of ORONO
!* !S� !, Municipal Offices
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� Street Address: Mailing Address:
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$EgK2750 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner P"ci o�,Q_ Ne.,.tor. Phone (Home) (Work)
Address So S o( Part. City State Zip
Site Evaluator 5'sc4 c Sct -,r,,,) State License # 6).7 Phone# 7b)-447--S G(
Type of Establishment: Single Family X Multi Family
Commercial Garbage Disposal Yes No
No. Potential Bedrooms 4 Est. Gallons Per Day 6 O d
Water Meter Required: Yes_ No X Soil Sizing Factor 0. 3
Perc Rates P-1 1-).\ P-2 i`l .s P-3 7.I P-4 1 .'6 P-5 P-6 P-7
Restricting Layer Depth B-1 (IV` B-2 ..)4" B-3 ao" B-4 24" B-5 DA." B-6 "
Type of Treatment System:
Standard X Experimental Alternative
Pressurized Mound System At-Grade System
Gravity Trenches System Pressurized Trench System
Gravity Trenches W/Lift Pressurized Bed System
Holding Tank W/Alarm
Septic Tank Size 10 00 # of Tanks a Lift Tank Size /660
Pump Brand GPM 40 Head as
Treatment System:
Minimum <i ox SC)(44 x I 0'3) Square Feet with C inches of rock below pipe
Type of covering Fabric X Other
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: 50\4 lay - acPr,.s I.a - D..O ' - C- exPa 'S-p
5
By: %\ 11-15-o \
Matt Bolterman, On-Site Systems Manager Date
Telephone(952)249-4600 • Fax(952)249-4616
www.ci.orono.mn.us
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
August 6, 2001
Margie Newton
505 Orchard Park Rd.
Orono, Henn. Co., MN
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 clay loam. The seasonally saturated soils were located at 20"
to 26" (mottled soil). 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 18.5 mpi.
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 dean. The sod layer below the entire mounded area must be turned over,
just break up the sod, be sure not to over work.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
1
-4.KORONA Nes wax IN'dogleg*
, DENIM Mat=INS DESIGN.
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.
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. Iron filters must be diverted out of the
system Recommend to divert the water softner also. 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 to pump & clean your tanks
through the manhole by a certified pumper every 2 years. Check with your pumper to
set up a schedule.
CITY OF ORONO
Steven B. Schirmers SEPTIC PEM P "V1
INSPECTOR G.
DATE __ PERMIT 1404 ,t..roataaawiw
FPPR0vED
ASSWWIMTPPROVED W 'OT APPROVED
These comments are for you M
,1111111
in full compliance with di tIPPEcably!re!! iranst)
Requirements includin{itemnot'Peel nea tyM41aiRomtlltM�!►
KEEP ThIS Pl.ANUT ON S1TB AT AU..TOM
2
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 01• • ti• e t•+ ',,,s't bedrooms Class I Class II Class III Class IV
or measured 11 '' '`
� . -404',ctor) = gpd 2 300 225 180 60%
3 . 450 300 218 of the
S.:..-r :; �:.'illi * 4 600 375 256 values
B. SE
5 750 450 294 in the
6 900 525 332 Class I,
a - /CO ) gallons (see figure C-1) 7 1050 600 370 Il, or Ill
8 1200 675 408 columns.
C. SOILS (refer to site evaluation) .1..1.1-1.J'tzS 11V, 1,'?t�D C-1: Septic Tank Capacities(in gallons)
Liquid capacity
Number of Minimum Liquid Liquid capacity with with disposal&
1. Depth to restricting layer =). 4):.0,a. ) feet Bedrooms Capacity garbage disposal lift inside
2. Depth of percolation tests = 1.o feet 2 or less 750 1125 1500
3. Texture G‘..:Pr`i lr.o4-w1 3ora 1000 1500 20
5 or 6 1500 2250 3000
Percolation rate i C•S mpi 7,8 or 9 2000 3000 4000
4. Soil loading rate t 4S- gpd/sqft(see figure D-33)
5. Percent land slope ` %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow (A) by 0.83 to obtain required rock layer area.
C".)0 gpd x0.83sgft/gpd = Lic7.6 sgft+)0'7v- S4 )D
2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR)
0.83 sgft/gpd x I – gpd/sgft= 10 ft Mound LLR
3. Length of rock layer = area_width =
54V) sqft (D1) _ 10 ft (D2) = 5 5 ft < 120 M PI < 12
9So x.45.5=L, .. - )v =ba. (i6+x i.lgoc-y-B>-7-, - "ir-- s^woo*-t X40,--,•) —
E. ROCK VOLUME > 120 MPI < 6
1. Multiply rock area (D1) by rock depth of 1 ft to get cubic feet of rock
£1-1'? sgft x 1 ft = 541 cuft
2. Divide cuft by 27 cuft/cuyd to get cubic yards
5(i 1 cuft 4-0340)10014fiver�o —cuyd
3. Multiply cilftV 'df$ t of rock in tons
D. – ' -Apns
LIIRTIValle IA 41VKS3i`:=1A Cr,RifD-33: Absorption Width Sizing Table
{ f'�," ° „t Percolation Rate Loading Rale
F. SEWA -
Tf}, � f in Minutes per Soil Texture Gallons Absorption
*OW la�11j1Rlp�fd Inch per day per Ratio
wit 70i o (MPI) square foot
400,14 lr tomol ogruit i fl!W'Itt 4n,h).4 s0 ti')iiilbisakb #t}
otpOttadfJflai Faster than 5 Coarse Sand 1.20 1.00
1k1f?rt$2 '"+X:+, iii Medium Sand
Absorption width equals gtafrAitl M{(ec ure D-33) Loamy Sand
Fine Sand
times rock layer width (D2) 6 to 15 Sandy Lnnm 0 6790 t 50
16 to 30 Loam 0.60 2.00
31 to 45 Silt Loam 0.50 2.40
t � ^ Silt
D•1 /)
0 x 1 o ft — Ct IO '). ft 46 to 60 Sandy Clay Loan 0.45 2.67
Silty Clay Loam
Clay Lnam
61 to 120 Silty Clay 0.24 5.00
Sandy Clay
Clay
Slower than 120'.
•Srnem d.ogned to.U...e.cit.nnn be aver o.pe.ren,,..ce
413,Y11
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( AvV\il0}4\-- "rl I i-�
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I . . )4,.-4.-) # lotx .6\ x3c .° `X IJL3.4-
ro4•o
i----gin 1 _� \(--.'
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I
:; x ° -
Q, \. \1,"..3 to 5,l — '-'-'''5, - X tJ23.2
1011.�l
-- 1 _� ` ‘,_--.6,901 -..,t p9R7 1'(1 -1 Ia4�EP.
? — j � ; W'R- 51S'Y . H�eT�'fF
i i x' • \ x 1 -. - -;°' ,
lot3.o ` IotR•3 l � �/ i�
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1 - \1 °'y'`/ 1010.5 \ Io�.�.
.8.1 1,;.-/_064-
\ 4.-to,z.9 1
1 70 i \ �IoaO
Paenrox�
'i `y *01 ,'1, - i
cf-J
r ik.... M2 of i-.s I �� 30'
Q S
; 44-1n s /If/ /` �1�,� ---- rc revtoi, . %.►o ug .-. t-
x J/ \� �' I o)1 '<'bYr 1 - 'C0 Q O S'Pr0?s o
101T- 4-4.41 Y y _..5�- C,4� loo aj �'9 LINlG '��- /0R..0 aSSt_o-s )
V' jJ i -6.)-T).-1 - �J l -k oRrG -(0 -40
-_-_1 I-
1 3 'fA S )00t.'� loot
.9
P4o5p.--
-R.11-0y4)>4 t1 \, c..wA r,� G` A Tests Scok: -1-1''S°'
oli Borings-02-''
re-.-, - ®Bench Mak
v 3Note: This system is b be constructed to med
o \, the tiConesolo Pottu'.an Coded A,,.,enc�r
Chapter 7080 & Local Ordinance
\ -14 3_-_MvA-y'�Avq.-- >1.g S o' ' -{I.t+� F'oir-o4os Check all underground utilities
_ _'14"OAet t -‘-C ARBA-s .
i
PROPERTY OF: (\i\t�Q( NFvsTaJ
•
yon oS . - P,-�•z _ • - • P)
b�0 V N1 )— 14'' -‘ 6
I
N',/ .5-1: TESTING INC..
Designed By: ���.
-1 '-
. - c
y, t'1�� 3 o e o g
� s r
/..t 543-lb - k- uoi5.s
SET- BACKS1 ---------IL-3'
/o —jrj—IL—)I 2,41 1
HOUSE System muss be:
1
Tank iQ' from property lines X- 5���t d'-1 SPA- W\C,"'n-k
u1-`-IS4sf-"m•Oti--S-c- AiC22 from wells
wM-1--0\-1'1*. Q. from b!dgs.
4 ii% Treatment area ='from lakes, ,�a "c‘''
Treatment area 2Q.' from property lines , NOTE:Power supply and switches must be locoied in a
•
ti-k01041t)41°.•-yo„ - 1SZsF ,,, ,�e7 •.`"'" weatherproof enclosure outside the pumping chamber and manhole
[3RcrFrtc... IZ..we:" ,from wells
.> from bldgs.
'l i .. ` 1Q'from trees fl
SOIL BORING ELEVATIONS
min. -11
TH31 EL.-j ./ -�N'r`4, -/oka•n�
-1-40?- i''' j "d°--:- --Y-25)e. TH�2 EL.-.ail.
ank• 1 Tank
gt rade—/o TH"3 EL:/ .)•3
Drop to Tank '1 PRESSURE DISTRIBUTION MOUND SYSTEM TI-1."4 EL 71231 2-
I
Min.I"to 8' I k-Pumping TH7 5 EL.-L &'
Max.l io4' 4. -' ? TAS-1 -S SWA`- .O JChamber ELEVATION at PROPOSED PUMPING
CHAMBER-/0014.0 u o
,7-1w.P, o.1.o
Auto 6 dia.piQe :Vi"'F40�. 1a1 =c- s ory�- ioaa.. .o
SYSTEM DESIGN —MOUND
1, \-owPrs•<_ .00-r-10 1 - 0
TYPE-- ., BEDROOM , Average percolation raterain./inch (design.83 sq.ft treatment area per got.of doily sewage flow)
(oro gal./day x.83sq ft/goi. .4 sq.ft.of treatment area +10%=-5.9.2 sq.ft. (= 10ft.width=. ft.length of bed area+side slope run oto I xilL heigtt= -ftx .ft.lam-area needed)Ate.
/
Clean rock needed- Itrasq.ft.treatment area x_6_2_1_depth of rock= $4 0 cu.ft=27= 0 cu.yds,(3/4"to 21/x'dia. ,includes 2"of rock above pipe) tavti. srt)...-Q /.fa
C('- Clean sand fill below rock needed X40 cu.yds. opprox. , sandy bpm bock fill L.t cv.yds.approx., topsoil 6"A.-cu.yd..4- Atr'tM c.s -fo Rap yo�o -!o -(oQso,L )0�. GO-q•:0s
u)Astk£-O i?.n`o2§ f11- = ton t'1.t-),It1L)
Number of tanks required_? , 1st tankboo got. ,2nd tonk/00ogo1.ninirrxrns Ewe ?Li rn Pt N i, �4t Am pe R- - _ .
Pumping chamber copocity- 25% of daily sewage flow of Lo,0 gal.=)SO gal.+reserve storage of 150gzt 1/BR-('0 got.+pipe bock dronoge— PROPERTY OF- 1v149\'e-N ?-<u),.)_
of Vi gal./I001in.ft.ofd_"dia.supply pipe, lin.ft.needed)I.S , ..i gal.+manifold t gd./IOD linft of 3"dia.pipe,fnftneeded.2, 'Z•- gat. S..< C (,b1 o 4te1T- . 4-04'V
total copocity needed ''S A gal.(plus area for pump) u$s_ Then. loop gas t.ca P_ USD u 0 M 5a . N' ?(L CO
I Distribution pipe 2 dia. , I S?j lin.ft, I)L) 'dia. perforations 3 L "apart
Pump size1�hp. (pumpobte capacity II got. 4cycles/day) J J -'c A S' H 4 Pw�.r.,s '�_�cN A'-t� - 4 0 as 1 J tY„n. ( S-P/TEST/NG /
W.
Note: When constructing bed , this area should be shaped Note: Distance from treotmept oreo to neighboring wells— Designed 9y:. TE $- 4.
to divert run-off from entering treatment area. 13A'rP� -"N IW 100 t
I Dote:3/9/421 , PH. 612-497-3566
G. MOUND SLOPE WIDTH &LENGTH Landslope > 1% slope
(landslope greater than 1%) !. , .m
1. Downslope absorption width= absorption width (F) P`�. ^tea x N
7.a
.minus rock layer width (D2) an sand�-ft? xlt. 4"Topsoil
��•_ ,�a y r � Z
a‘...r) ft- /D ft= ) 0 ft =ErSal ' - 4Leill1.011' j m' ' ' --''.
Raserkting Layer
�t d) Rock, :dtkf D2) 1=1=2111
2. Calculate mound size
UPSLOPE Mill
a. Depth of clean sand fill at upslope edge of Atsler ft_sNdal
rock layer = 3 ft minus the distance to restricting layer (Cl)
3ft- /.4d ft= 1. ft
b. Mound height at the upslope edge of rock D-34: SLOPE MULTIPLIER TABLE
'.ayer= depth of clean sand for separation (G2a) Lartd UPSLOPE DOWNSLOPE
Slo multipliers for various multi liers for various
1c upslope edge plus depth of rock layer (1 ft) ince slope ratios multipliers
flus depth of cover (1 ft) 3:1 4:1 5:1 6:1 7:1 8:1 3:1 4:1 5:1 6:1 7:1 ,
). . ft + ift+ ift= 3.a) ft 0 3.0 4.0 5.0 6.0 7.0 8.0 3.0 4.0 5.0 6.0 7.0
Upslope berm multiplier based on land slope 1 2.91 3.85 4.76 5.66 6'54 7.41 349 4.17 5.26 6.38 7.53
-1,10.." (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
1. Upslope width= berm multiplier (G2c) times 3 2'75 3.57 4.35 5.08 5.79 6.45 3.30 4.54 5.88 7.32 8.86
ipslope mound height(G2b): 4 2.68 3.45 4.17 4.84 5.46 6.06 3.41 4.76 6.25 7.89 9.72
5 2.61 3.33 4.00 4.62 5.19 5.71 3.53 5.00 6.67 8.57 10.77
.0'S X 3•Z- ft = /b ft
DOWNSLOPE 6 2.54 3.23 3.85 4.41 4.93 5.41 3.66 5.26 7.14 9.38 12.07
7 2.48 3.12 3.70 4.23 4.70 5.13 3.80 5.56 7.69 10.34 13.73
. Drop in elevation = rock layer width (D2) times 8 2.42
® 3.57 4.05 4.49 4.88 3.95 110 8.33 11.54 15.91
iercent 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
o ft x IS %+ 100= . 25 ft l 10 2.31 2.86 3.33 3.75 4.12 4.44 4.29 6.67 10.00 15.00 23.33
.Downslope mound height= depth of dean 11 2.26 2.78 , 3.23 3.61 3.95 4.26 4.48 7.14 11.11 17.65 30.43
Ind 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 43.75 C
-k edge plus the mound height at the
3lope edge of rock layer (G2b)
? 2 ft+ , '1 ft= 9.0 ft ,
-. Downslope berm multiplier based on percent land slop
�•cds‘ (see figure D-34) '" OS'-
. Downslope width = downslope multiplier Upslor Width(G fd)
G2g) times downslope mound height(G2f) Lt
J•g" x 4.0 '` _ Upslope Width(G2d) Rock Bed /" Upslope fWidth(G2d)
Select the greater of Gi and G2h as the 1 -.1n f` l..r,gtin(»�' • l�
M
ownslope width: a.`) ft (Downslope Width(G21) a•t') ft
Total mound width is the sum of upslope Absorption Width(F) )7
Jidth (G2d) width plus rock layer width .',y)_ 1I ..."--.........____,
D2)plus downslope width (G2i) ,ow Length(G2k) 10 3 ft
)o ft+ )o ft+ a I ft= 4'4 ft
. Total mound length is the sum of upslope width(G2d)
lus rock layer length (D3) plus upslope width (G2d)
)n ft+ 5.5 ft+ lo ft= 1Sfeet
`.) 4- S5- } w`' )03 Final Dimensions:
44 X 4(°2 'Ani `
hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
,- (signature) 3')y (license#) 41-9-0 ) (date)
' PRESSURE DISTRIBUTION SYSTEM Geotextile fabric
1. Select number of perforated laterals 3 1 Quarter inch perforations spaced a 3'
2. Select perforation spacing= 3 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
5 -2 ft = S3 ft per lateral to guarantee<10%discharge variation
Rock layer length perforation
4. Determine the number of spaces between perforations. spacing
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= 4-3 ft+ 3 ft= Y') ,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 6 10 14 22
I') spaces+1 = )cd 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) head Inches)
si perfs/let x 3 let= Sti perforations (feet) 3/16 7/32 1/4
1.00 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.Ob 0.59 0.80 1.04
Rock bed area = rock width(ft)x rock length(ft) 5.0 0.94 1.26 1.65
o ft x Ss'. ft= SSa
sqft 0 Use 1.0 foot for single-family homes.
Square foot per perforation=Rock bed area+number of perfs (6) b Use 2.0 feet for cnythinsl else.
SS 0 sqft+ 5y_perfs= /0•-4- sqft/perf
L etercko LOCATED AT END or mum oISTammos SYSTEM
7. Determine required flow rate by multiplying the total number of
perforations (6A) by flow per perforation(see figure E-6)
Sy perfs x .r)y gpm/perfs= 40 gpm /VC Mom
8. If laterals are connected to header pipe as shown on upper •..
example,to select minimum required lateral diameter;enter Pr"-_...,..0""‘ " "�
figure E-4 with perforation spacing(2)and number of perforations \,.- d
per lateral(5) Select minimum diameter for
perforated lateral= inches. "`DVPRE MME a..RO°„ra.E,LATERALS FOR
9. If perforated lateral system is attached to manifold pipe near CE
.sWwm PLASM..c
the center,lower diagram,perforated lateral length(3)and Ju"'`l . 'VP.M"'°"M°
Mhn
number of perforations per lateral(5)will be approximately one . ;�r•.a....�.... ^
.n
half of that in step 8. Using these values,select minimum '-
diameter for perforated lateral= )`z-inches. "P' ''U?
..w a
•
•
I hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
- -- 61 , a
(signature) 3',ti (license#) 4!-1'3-v / (date)
PUMP SELECTION.PROCEDURE
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 distribution work sheet
FromA or B Selected pump capacity: 40 gpm
2. Determine pump head requirements:
A. Elevation difference between pump and point of discharge? • soil treatment system
1 S feet &paint of discharge
Ogg . /0)')
B. Special head requirement?(See Figure at right-Special Head Requirements) . total pipe
• S feet len'
����W 2A.elevation
Inlet ' difference
C. Calculate Friction loss
pipe `
1. Select pipe diameter a.0 in
r .200z
2. Enter Figure E-9 with gpm(lA or B)and pipe diameter(Cl). ,
Read friction loss in feet per 100 feet from Figure E-9 Special Head Requirements
Friction Loss= a•e,9 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 E-9: Friction Loss in Plastic Pipe
feet x 1.25 = a b V feet
Per 100 feet
4. Calculate 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
• `-1 ft/100ft x ao +100= S ft flow rate 1.5" 2" 3"
qpm
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
1 S, ft+ s% ft+ ft= 30 5.23 1.55 0.23
Total head: �� feet 35 6.96 2.06 0.30
40 8.91 0.39
3. Pump selection 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 . 4 0 qpm 60 5.60 0.82
(1A or B)with at least a feet of total head (2D) 65 6.48 0.95
70 7.44 1.09
I hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
5- • C- J 1 (signature) 39 4 (license#) `d -Y -a ) (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
Margie Newton
505 Orchard Park Rd.
Orono, Henn. Co., MN
Borings completed on 8-1-01, with a hand bucket auger.
BORING NUMBER 1- Elev.1012.9 - MOTTLED SOIL AT 22" - no standing water
present in boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 16" Brown clay foam 10YR 5/4
16" - 22" Brown clay loam 10YR 5/6
22" - 28" Rusty brown clay loam 10YR 5/6 - mottles 6/8
28" - 40" Rusty brown clay loam 10YR 5/6 - mottles 7/1,6/8
40" - 48" Rusty olive brown loam 10YR 6/3 - mottles 7/1,6/8
BORING NUMBER 2- Elev.1013.3 - MOTTLED SOIL AT 24" - no standing water
present in the boring.
0 - 8" Topsoil dark brown loam 10YR 3/2
8" - 14" Dark gray brown loam 10YR 5/2
14" - 24" Brown clay loam 10YR 5/6
24" - 38" Rusty brown clay loam 10YR 5/6 - mottles 7/1,6/8
38" - 48" Rusty brown clay loam 10YR 6/3 - mottles 7/1,6/8
BORING NUMBER 3- EIev.1021.3 - MOTTLED SOIL AT 20" - no standing water
present in the boring.
0 - 8" Topsoil dark brown loam 10YR 3/2
8" - 20" Brown clay loam 10YR 5/6
20" - 40" Rusty brown clay loam 10YR 5/6 - mottles 7/1,6/8
40" - 48" Rusty olive brown clay loam 10YR 6/3 - mottles 7/1,6/8
Soil borings cont'd.
BORING NUMBER 4- EIev.1021.2 - MOTTLED SOIL AT 24"- no standing water
present in the boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 24" Brown day loam 10YR 5/6
24" - 28" Rusty brown clay loam 10YR 5/6-mottles 7/1,6/8
28" - 48" Rusty olive brown loam 10YR 6/3- mottles 7/1,6/8
BORING NUMBER 5- Elev.1015.7 - MOTTLED SOIL AT 26" - no standing water
present in the boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 26" Brown clay loam 10YR 514
26" - 36" Rusty brown clay loam 10YR 5/6 - mottles 6/8
36" - 48" Rusty brown day loam 10YR 5/6- mottles 7/1,6/8
BORING NUMBER 6- EIev.1022.5 - MOTTLED SOIL AT 20"- no standing water
present in the boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 20" Brown day Ioam10YR 5/6
20" - 38" Rusty brown clay loam 10YR 5/6- mottles 7/1,6/8
38" - 48" Rusty olive brown loam 10YR 6/3 - mottles 7/1,6/8
2
CER t'1E!CATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc.on 8-2-01 starting at 9:43am.
Test hole location Newton,505 OrchardPark Rd.,Orono.
Test hole number!,. Date test hole was prepared 8-1-01.
Depth of hole bottom 11 inches. Diameter of hole fi inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 10" Topsoil dark brown loam
10"- 12" Brown clay loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 8-1-01,10:30am, 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 f inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
Water reamining in test hole
9:43 10:13 6 1-3/4 17.1 30 min
10:20 10:50 6 1-3/4 17.1 30 min
10:51 11:21 6 1-3/4 17.1 30 min
''ercolation rate=1Z1 inutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by 8-P Testing,Inc.on 8-2-01 starting at 9:44am.
Test hole location Newton.505 Orchard Park Rd Orono
Test hole numbers, Date test hole was prepared 8-1-01.
Depth of hole bottom 12.inches. Diameter of hole¢inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 8" Topsoil dark brown loam
8" - 12" Dark gray 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 8-1-01, 10:30am. 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¢inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
Water remaining in test hole
9:44 10:14 6 1-5/8 18.5 30 min
10:19 10:49 6 1-5/8 18.5 30 min
10:52 11:22 6 1-518 18.5 30 min
'ercolation rate=18.5 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 8-2-01 starting at 9:45am.
Test hole location Newton,505 Orchard Park Rd.,Orono.
Test hole number Date test hole was prepared 8-1-01.
Depth of hole bottom 12.inches. Diameter of hole¢inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0- 8" Topsoil dark brown loam
8" - 12" Brown clay loam
Method of scratching sidewall is knife, Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 8-1-01,10:30am, 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¢inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
9:33 prefill 6
9:45 10:15 6 4-1/4 7.1 30 min
10:18 10:48 6 4-1/4 7.1 30 min
10:53 11:23 6 4-1/4 7.1 30 min
Percolation rate=LLminutes per inch.
CER rinCATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing.Inc.on 8-2-01 starting at 9:46am.
Test hole location Newton,505 Orchard Park Rd.,Orono.
Test hole number, Date test hole was prepared 8-1-01.
Depth of hole bottom 12.inches. Diameter of hole¢inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 -6" Topsoil dark brown loam
6" - 12" Brown clay loam
Method of scratching sidewall is knife, Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 8-1-01,10:30am. 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¢inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
9:33 prefill 6
9:46 10:16 6 2-5/8 11.4 30 min
10:17 10:47 6 2-1/2 12 30 min
10:54 11:24 6 2-1/2 12 30 min
'ercolation rate=11.8 minutes per inch.
PERFORATED LAYER OF GEOTEXTILE LOAMY SAND CAP
,�S„ h` LATERALS FABRIC PERFORATED LATERAL
SANDY �• - GRASS COVER 6 INCHES -
LOAM SOIL ' . ,- •r•- -••'.: '•ro,ve!` TOPSOIL
,ovoei Y ,` ~ r•:'� ,: LEAN SAND FILL
"' /
• /I vr. MAXIMUM SLOPE`
de
LAYER OF GEOTEXTILE .vim ' �y:±�' 3 TO I _^
FABRIC OR 4 INCHES OF ....4,;....•' / i• . /,/ 1` TOPSOIL 3✓� F E 27/tR INCHES_
7,,' y+ PLOWED OR 21-72ZILO
HAY COVERED g ! i j• J DISKED SURFACE
BUILDING PAPER V ; i uesolL1 I/ ` OR P 4...4'1'- /� / •;•' / 1 •y� CROSS SECTION A-A
PIPE FROM PUMP---\ `,",a ° i i4�
ej
1 '/ s �,! J PIPE FROM
/ f ,.
34.-21/ • Y„!� '" i• / /./ '..•Ky / PUMPING CHAMBER
CLEAN F�OCK i•'
�+i;� • •� �� DIVERSION FOR • ,
i �' Y. SURFACE WATER '� w •
6' TOPSOILi ' .4• '•." t/r / ,� " �_
.% o
..,•.i%••'• .. •/%7 7�' C
_� .R... . /� .Z� ��� ;-1
Q• X• '3 .2I - PERFORATED
; � /r9'/ i M - tATERAIS
VF3E
sl.
•
Co
FN 36
.
�� .Iti'�:�r r� I 11!//YJJ' ~ •
ILL SOD • Wil. = �i;!, _ BED AREA. v
BA
R IER LAYF :;1 I i • - - I Z I - 1
• 19:?'
R z1 —
INCHEg I ; v v t INCHES _
LAYOUT OF PERFORATED PIPE LATERALS FOR I I
PRESSURE DISTRIBUTION IN MOUND ._• •
L- - -'-I
DIKE 10 FEET _b1KE •`
PERFORATED PLASTIC PIPE MAX.
(F={
a.' I
TOTAL WIDTH
PERFORATIONS SPACED 36' ��
i SPApN6 • •
END ON SNE ENT . f_RFORATION \N P&
PLAN
10" J / 1 I ` •
VIEW OR i/,. -- /6 PLAN VIEW
2.MANIFOLD •
/f END PERFORATION OF A PERFORATED LATERAL
PIPE
PERFORATIONS ON BOTTOM OF ;•.,�� ' i • Gross COIL
PLASTIC PIPE / �' ' 1.\\'' `
ICI.. _/ rs_ • Topsail ;r /
/'— _
�// _ 'i'• Loamy Sand Layer• Low ye Wolutllo fabric br four-
_,,.-"' ----
our-
= (ALTERNATE LOCATION y Incl layer of hay L.wow cowed
' OF PIPE FROM PUMP) '' with rs• rosin popes)
I
Il'i717:i1'TTyrmum I Parlor lion Deified Horizontally
Into C•p Near Teo .
END CAP 90r • 1/4 Plus """"."1 M Loos, lY to Edge
D 1ERA� .•o F old Roc of Rock Ulu
/ `a ` ` ` '-A` -PorlLdllan.Locolod of
Rog 2 PIPE FROM Clean Sand Layer BoIlom of Lateral
V:\�/� PER PUMPING CHAMBER '
CEN OF Original Sou Properly
\ / Giti opo►ly Scarified
./ Before Placing Sand Layer
F-R
REDWOOD, CEDAR OR
WATER TIGHT B LOCKABLE ELECTRIC BOX TREATED POST (4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS---- FALSE ELECTRIC CONNECTIONS MADE
2' PVC CONDUIT SCHEDULE 80 L INSIDE OX
MANHOLE COVER CHAINED 5 LOCKED 6'SPA CE SETTLEME OF TER CORD FOR
SEALED MANHOLE RINGS 1. FNA GRADE
NION ��\r� AT LEAST 12' '��
U
BELOW GRADE
�� _ •-• WIRE FROM POWER SUPPLY
, • . _---4' PR
ME IS LAID ON A UNIFORM SLOPE FROM
' 11 /.1.. FOR PROPER DRAINBACK IL TREATMENT AREA
SEALED TANK COVERS LLIF PIPE AT TANK MUST BE LOWER THAN
UNION. TO GET ELEVATION FOR DRAINBACK.
PLASTIC ROPE OR CHAIN A 1/4 INCH WEEP HOLE MUST BE USED
WITH ANCHOR- --..... — WEEP HOLE
ALELECTRICAL ON
RATE
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
� ART 1 FVEE 9 _ .1.--.._ _ 11 ,___. MUST NOT
TLAD BESIDE 0 I IER TANKS
3"- Jl\ AND MUST BE PLACED IN CONDUIT
ALONG POST -
.SH4L-9Ff_l. L_2— . `
— — ' ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT ,,...,) CONTACT.
[0.00 :
Figure F-8
METAL
/01111",
COVER
, „4tit:•-•i
I / .
� f i
! y •.IY-:Tti• :f ,:1
. CONCRETE
MANHOLE ..�
RING
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
-
e .t a
4. 'VERTICAL SIDEIVALL SEPTIC TAT<IK -
.-FINISHED GRADE
�',� AT LEAST 6'TO 12" SOIL AT4LDAA
I" 4' DIA. I ....
COVER
AT LEAST I"
MIN.1_ FAT LEAST I" 1 -`
A DIMENSIONS FOR. TANKS WTM IVERTICAL. SIDES A
b-_ -, .41
+ q WIQTH.W 24' MINIMUM _ -^4►I LENGTH. l.,2 TO 3 TIMES THE WIDTH
DIAMETER 60' MINIMUM
DEPTH1 0 30' MINIMUM: TE, MAXIMUM C
A 0.2 D
- AT LEAST 8 '-"' 6M� INIMtiM1_o 2 0 MAXIMUM g"
• 3" c 0.4 D
•
-• •---- -- LEAST 4 FEET--- _•-•1
NOSES: •
1. SNOW(ltESAlVAST ANICIIESN4MAMMA 4. AWNNItLWARS SIM.riELOCAIEOWIIIINI2NIOtES.
? tflifM'.CNNOLOCM?Aw11slim t.ut art ort ma�i/CET CR ALLDNoc IlriiOONtu%M IoSSIMMS1Till own KM S Will171 SIX 0MVVGN1SS OF 1ACCM.
• WAIS. S. !crP.rva 1 t„OIANCE pewit..mow HAT era AM)
3. AMISS•(CIIONPre 07A*UASl.Nti'IIESIsNX11En NEMISTPONIONogn.E'HALLOS OLESS 11WISNIC1[S
OA A W W 10LE SHALL LIE Lamp C7'Cf[0171111E 114 ET 011 NO l.101IE 11 NN 12 HOS&
NJOOJILCICCVrtR.1NECnietulC Ise fellow S. /OnI10ElZONIALCrit111fCN.1ANKS000,E1100NAIS0.ISO •
eras slULLOt11Erime AS11ECCNw,I'n1,11Er1fINS ASO OIP$.NSOONCIS0.]S0. A
ONfLS OI'CNNOS onSNNINIY ICES.A II WI)WSI'C I AN •
.
' I•I•E Lust PE LOCAL to sr,myth tsA tA.EI IV41II*II1 EI
ON rLEt.
•
PENCIL ■
MARKS 111A61
1 1a 20' ,,AV
•F, .� �
INLET . 1' t�;If' �:} �' OUTLET
T; f;y�zz,OUTL�ET LEVEL .:�.,�A L ii!1 .2
Y
—•SCUM CLEAR SPACE'— : , 1- Y CLEAN OUT TANK WHEN:
.• 1-' —--......_—.4.,__.4,• "r 'A'IS 3' OR LESS OR
r' •— — 'i "8'IS 12'OR LESS
- 2.� ...L
"t
COLOR
x'
' I'tit:T.44:4:" • SLUDGE ` ilk •�▪ �, DISTINGUISHES SLUDGE
j. ••1 • 1...-. •. A41� LAYER FROM LIQUID
...I.1• 44i4tW
..AN •.,.4 p,,' 1+y
r rr yJ
MEASURE THE SEPTIC TANK ACCUMULATIONS