HomeMy WebLinkAboutSeptic System Approval SEPTIC SYSTEM APPROVAL
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CITY of ORONO
Municipal Offices
Street Address: Mailing Address:
2750 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner ��',�h. d c w Phone (Home) (Work)
Address 10 w' t10 D C . S. City O[o r'o State n\t\/ Zip
Site Evaluator Ste,;z State License # 6a? Phone# 7(,-3- LArQ - .35(c
Type of Establishment: Single Family Multi Family
Commercial Est. Gallons Per Day ASO
No. Potential Bedrooms 5 Slope: 6 c'/v
Depth of Sand: Upslope: 1, 4 Downslope: a Soil Sizing Factor
Perc Rates P-1 `d.6 P-2 3.)L P-3 P-4 P-5 P-6 P-7
Restricting Layer Depth B-1 C," B-2 a" B-3 AO B-4 B-5 B-6
Type of Treatment System:
Standard '>< Alternative Performance Other
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 tAS 0 # of Tanks Lift Tank Size t�S�
Pump Brand GPM Head 1q
Treatment System:
Minimum Square Feet with inches of rock below pipe
Mound Bed `1 L k Mound Treatment Area 41x "A 0 J�- y i -/L t 10
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 DENIED By the City of Orono subject to existing regulations and
the following conditions:
Matt Bolterman, On-Site Systems Manager Date
Telephone(952)249-4600 Fax(952)249-4616
www.ci.orono.mn.us
1 f;
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
CITY OF ORONO
February 18, 2002 SEPTICMF Rav"
INSPECTORS
A"RM s,u warnp
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Boyer Building Corporation
IMt M6 rt
10 Willow Dr. So.
Orono, Henn. Co., MN + ' �
This site has an existing on-site sewage treatment system which is classified as non-
compliance according to City records. An addition is proposed for the home which
includes a bedroom. The existing system will need to be replaced. The existing tanks
will need to be abandoned, pumped and filled with soil.
This on-site sewage treatment system is designed for a Type 1, five bedroom home, in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local
ordinances.
The soils on this site are a clay loam. The seasonally saturated soils were located at
20" & 22" (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 8.6 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.
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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.
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.
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.
Steven B. Schirmers
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G ' I Note: Ilk syslem is b be Constructed to med
the LQvbessdo PbW;0n Corf d A-,&Ky
Chapter 7080 & Local Ordinance
i Check all underground gtilities
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. S-P TEST/NG N .
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Deigned 8r-
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SET- BACKS t t t l L O' T �►
HOUSE System must be:
Tank jll! from property fines
from welts
from b!dgs.
f"�;; Treatment area ='from takes,-streams
Treatment area ��from property liras , NOTE'Power supply and switches must be located in a
r,t N
Treatment
0��' ,F��..iwn►+s weatt� proof enclosure outsde the pumping chamber and manhole
BALCFlVg L,from wells,r-= 7,7r-,
20 from bldgs.
To from trees Ll SOIL BORING ELEVATIONS
min '
THIII EL.-51_
i1 �-•`dia grade—%TH�?
- S o' - TH 73 EL.
Tonic Tank '•
Drop to Tank_ I PRESSURE DISTRIBUTION MOUND SYSTEM TH~4 EL:--
Min.
TH'5 EL:
A1�in.I��to 8' � ��mP'n9 ElNA710V of PROPOSED PUMPING
Mox.l`Io4I ���P -tR�1�S S1r��P►V�Ok)J Chamber CHAMBER
of PROPOS,4�PUM PUMPING
•4` to 6'dia.pipe
SYSTEM DESIGN -MOUND - U�-?v.o �� �'� ��s����-(A1�1=- `�t-•�
TYPE-1, 5 BEDROOM , Average percolation rate 121 min./inch (design.83sgft treatment area per got.of daily sewage flaw)
260 gaL/day x.83sq ft/goL W Q sq.ft.of treatment area +10%=Lim..sq.ft. (+ IOft.width=_kJe_ft.length of bed area+side slope run SL.to I xJ-2 heigtf= .4 7- ftxJ00 f t.lawn-orea needed)► .
Clean rock needed- toq'A sq.fl.treatment area x 1-� ' depthof rock=telq cu.ft=27=ate cuyds,(3/4'to 2W dw.,includes 27of rock above pipe) Ogg-, sP_,o 10 �
'-`� Cleat sand fill below rock needed a50 cuy11d,,��s. approx. , sandy loam badefdl _cv.yds.approx., topsoil 6`20_cu.)d._Q''�l°Tn1� "Q (o 0V- sa yago—AV
w qst -o a , Ist tankl�got. ,2nd conk)aS0 gol.minirnu ms Fw s P%1 m vj vj t, �1i-AM 19$e4-— l ,'.'�oo5 flu,= to"
Number of tanks required
Pumping chamber capacity- 25% of dady sewage flaw of 0 got.=legal+reserve storage of 15 Ogzt 1/BR7- 0 gal;+pipe bock drainage—
PROPERTY 0-7.
of gal./100 kn.ft.of-.2L. dia.supply pipe, linft.neededI.�D , 2") gd.+morirfotd-I!LgdJI001irnftof ;?--"dio.pipeJ kftneeded , Z- got. a+F 0 �.w� sc)
total capacity neededOI V 2gal.(plus area for pump) uS min. 1 as D ga 1.ca f" LO
e
Distribution
pip J!L;�:da. , I`t q lin,f t,2t2:dio. perforations_16-:"oport
Pump size Ila hp. (pumpable capacity.-;I)-gal. 4cycles/day) y►srcn )c1 H~GAo P��bs A'a�'� 3 o+a► 1 mi n• S-P TEST/NG /
Notes When constructing bed - , this oreo should be shoped Note= Distonce from treatment oreo to neighboring wells— I Designed 9y �-.
to divert run-off from entering treatment area. U �� �N �' �`' 'C
Dote= a/1 /62, PH. 612-497-:3 66
'MOUND DESIGN WORK SHEET(For Flows up to 1200 d)
A. Average Design FLOW A-1: Estimated Sewage Flows In Gallons per Day
number o
Estimated r1 0 gpd (see figure A-1) bedrooms Class I class II class III 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,
gallons (see figure C-1) 7 1050 600 370 II, or lu
8 1 1200 1 675 1 408 1 columns.
C. SOILS (refer to site evaluation) c-1: SkptdicTaACapacities m Ilona
Number of Minimum Liquid Liquid capacity with Liquid capacity
1. Depth to restricting layer= I, (�-so 1.� feet Bedrooms Capacity garbage d sptydisposal
with disposal&
lift inside
2. Depth of percolation tests = ), 0 feet 2orless 750 1125 1500
3. Texture L�.A� L0 Aw 3or4 1000 1s00 2000
5 or 1500 2250 3000
Percolation rate I),► mpi 1 i,g or 9 2000 3000
4. Soil loading rate .4:5' gpd/sgft(see figure D-33)
5. Percent land slope (,51
D. ROCK LAYER DIMENSIONS
1. Multi ly average design flow (A) by 0.83 to obtain required rock layer area.
o gpd x 0.83 sgft/gpd = Lai sgft-rco 1>o=1,o%4°
2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR
0.83 sqft/gpd x );L- -.g d/sqft= /0 ft Mound LLR
3. Length of rock layer = area 1 width=
L Y� sqft(D1) /0 ft (D2) = (o, ft < 120 MPI < 12
E. ROCK VOLUME > 120 MPI < 6
1. Multiply rock area (Dl) by rock depth of 1 ft to get cubic feet of rock
L,,% sqft x 1 ft = L,% cuft
2. Divide cuft by 27 cuft/cuyd to get cubic yards
� cuft 127 cuyd/cuft= aS cuyd
3. Multiply cubic yards by 1.4 to get weight of rock in tons
cuyd x 1.4 ton/cuyd = 3S tons
`D-33: Abtaorpdon Width Sizing Table
F. SEWAGE ABSORPTION WIDTH Percolation Rate LoadingRate
in Minutes per Soil Texture Gallo Gallonss
Absorption
Inch per day per Ratio
MPI uarc foot
Faster than S Coarse Sand 1.20 1.00
Medium Sand
Absorption width equals absorption ratio (See Figure D-33) gSne Sand
amy Sand
61015 Sand):txam 0.79
times rock layer width (D2) Ito 4s lit
is :5 2:0
a x_�_ft = l.�. f t lt
46 to 60 sandy a0.45 2.67
Silt Clay
l.wm
61 to 120S1lty Clay 0.24 5.00
Sandy Clay
Slower than 120` Clov
-Sysum desisx d for d—wits—a bs aber or psrfom+soce
G. . ;.MOU,ND SLOPE WIDTH & LENGTH Landslope> 1% slope
(landslope greater than 1%) r
1. Downslope absorption width= absorption width (F)
minus rock layer width (D2) 6"T°pao°
_J,) ft M. 4>
e�Y�
WidVOd) Retk dektfDl) WWW(C21)
2. Calculate mound size
UPSLOPE
T-
a. Depth of clean sand fill at upslope edge of tom_"nd(F
rock layer = 3 ft minus the distance to restricting layer (0)
3 ft- 4C.,_ft= / , 4 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
Slo multipllea for various multip1151 for various
at upslope edge plus depth of rock layer(1 ft) W% .lope ratr-v .Pope,11105
plus depth of cover (1 ft) 7 4: 6: 7.1
ft + 1ft+ 1ft= 3 . 4 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 1 355 4.76 5.66 6s4 7.41 3.09 4.17 526 638 7.53
3.a"s (see figure D-34) 2 2M 3.70 4.54 5.36 6.14 6.90 3.19 435 556 6.82 8.14
1. Upslope width= berm multiplier (G2c) times s 2.75 3.57 4.35 5.08 5.79 6.45 330 4.54 5.88 7.32 8.86
.ipslope mound height (G2b): 4 2.68 3A5 4.17 4.84 SAG 6.06 3.41 4.76 6.25 7.89 9.72
}3 b 2.61 3.33 4.00 4.62 S.19 5.71 3.53 5.00 6.67 8.57 10.77 a� x a• ft = ft 6 2.54 3-M--) 3.85 4.41 4.93 SAI 3.66 '116 7.14 9.38 12.07
DOWNSLOPE 7 2.48 3.12 3.70 4.23 4.70 5.13 3.80 5.56 7.69 1034 13.73
',. Drop in elevation = rock layer width (D2)•times 8 2.42 3.03 .,337 4.05 4A9 4.88 3.95 5.88 8.33 11.54 15.91
)ercent 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
ft X_(%-f 100 = . �� ft 10 2.31 2.86 333 3.75 4.12 4A4 4.29 6.67 10.00 15.00 23.33
. Downslope mound height= depth of clean u 2.26 2.78 , 3.23 3.61 3.95 4.26 4A8 7.14 11.11 17.65 30.43
and for slope difference (G2e) at downslope 12 2.70 3.12 3A9 3.80 4.08 4.69 7.69 12.50 21.43 43.75
ock edge plus the mound height at the
ipslope edge of rock layer (G2b)
3�_ft +s o ft= a. D ft
;. Downslope berm multiplier based on percent land slop
-" 210 (see figure D-34) o
Downslope width = downslope multiplier , Upslcpe`)Mdth(G4d)
-2g) times downslope mound height(G2f) L1 `t
x�-ft--2j--ft Updope Width(G2d) =9=)
Rocked Ups ope Width(G2d)
ft Select the greater of G1 and G2h as the
ownslope width: a, 1 ft Downslope Width(G21)�_ft
Total mound width is the sum of upslope i . Absorption Wldth(F)\ 17
,idth (G2d) width plus rock layer width _ -;j'
)2) plus downslope width (G2i)
I_ft + )0 ft+ �-ft= �_ft Total Length(C,2k) 1 l� ft
Total mound length is the sum of upslope width (G2d)
[us rock layer length (D3) plus upslope width (G2d)
ft+ toq ft+ J) L ft= .0 feet
a. + a l o Final Dimensions:
tial X loo' AV
hereby certify that have completed this work in accordance with applicable ordinances, rules and laws.
22-,-J ti-- (signature) 31:t 4 (license#) X- 12- C2 Z (date)
PRESSURE DISTRIBUTION SYSTEM
Geotextile fabric
1. Select number of perforated laterals 3 Quarter inch perforations space 12
2. Select perforation spacing= 5 ft s'of:.rock
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
(o ceper laterd to guarantee d 0%discharge variation
Rock ayer lenger, -2 ft - ft perforation
4. Determine the number of spaces between perforations. spacing
feet 1 Inch 1.25 inch 1.5 inch 2.0 inch
Divide the length(3)by perforation spacing(2)and round
down to nearest whole number.
2.5 8 14 18 28
Perforation spacing= (o(,e ft+ _,S ft=ate_spaces 3.0 8 13 17 26
5. Number of perforations is equal to one plus the number of 3.3 7 12 16 254.0 7 11 15 23
perforation spaces(4). Check figure E-4 to assure the number of
perforations per lateral guarantees <10%discharge variation. 1 5.0 6 10 14 22
spaces+ 1 = 2.7--, 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
(feet) 3/16 7132 1/4 11
a�perfs/lat x _lat= �L_perforations 1.Oa 0.42 0.56 0.74
B. Calculate the square footage per perforation. 2.0b 0.59 0.80 1.04
Should be 6-10 sqft/perf. Does not apply to at-grades.
Rock bed area = rock width (ft) x rock length(ft) 5.0 0.94 1.26 1.65
/ft x (ou ft= taus Sgft a 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 anythina else.
La q U sgft+_21-perfs = '.Z sgft/perf M"IFOLO 10CATED AT END OF PRESSURE DISTRIBUTION SYSTEM
7. Determine required flow rate by multiplying the total number of
perforations (6A) by flow per perforation(see figure E-6)
perfs x g m/perfs= �� gpm
8. If laterals are connected to header pipe as shown on upper '
example,to select minimum required lateral diameter;enter
figure E-4 with perforation spacing (2) and number of perforations
per lateral(5) Select minimum diameter for
urour OF rERroR.rro vlvE I..rER.Is FOR
perforated lateral= inches. PRESSURE D STRIOUTION IN MWW
KRNNYTSp
R.STK PK
9. If perforated lateral system is attached to manifold pipe near CE,�„�,m "coo
the center,lower diagram,perforated lateral length(3) and VIEW 7aN ,Ta+
truPxrcoo
number of perforations per lateral (5)will be approximately one KIr�sI�aP ��orTw o,
half of that in step 8. Using these values,select minimum �-
diameter for perforated lateral = IL-1_inches.
If
too
I hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
(signature) 3 c)L4 (license#) z--)g-b Z (date)
PUMP SELECTIONFROCEDU. RE
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%gregter than the water supply rate,
but no faster than the rate at which effluent will flow out of the
d1sttibution device.
B. Pressure distribution
See pressure-distribution work sheet
From'A or B Selected*pump capacity: 3 gpm
2. Determine pump'head-requirements:
A. Elevation difference between pump and point of discharge? soli treatment systen
2 feet &p Int f !;charge
QA IT
8y�
B. Special head requirement?(See Figure at right-Special Head Requirements) t�"'
feet l
Inlet , n
C. Calculate Friction loss pipe difference
1. Select pipe diameter sin
2. Enter Figure E-9 with gpm(IA or B)and pipe diameter(C1).
Read friction loss in feet per 100 feet from Figure E-9 ffG�avl
Head -Requirements
Friction Loss= a•l� ft/•100ft of pipe istribution 0 ft
3. Determine total pipelength froni•pump discharge to soil treatmentDistribution 5 ft
discharge point.Estimate by adding 25 percent to pipe length for
fitting loss. Total pipe length times 1.25=equivalent pipe length
1 ZZ) feet x 1.25 feet E-9a Friction Loss in Plastic Pipe -
4. Calculate total friction loss by multiplying friction loss(C2) Por 100 feet
nominal
in f /100f ,bythe equivalent (C )anddivideby100. pipe diameter
= a•��ft/100ft x 1 4� _+100=S�ft now rate 1.5" 2" 311
m
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
ft+ S' ft= 30 5.23 1.55 0.23
Total head: I� feet 35 6.96 2.06 0.30
40 8.91 2.64 0.39
3. Pump selection 45 11.07 3.28 0.48
50 13.46 3.99 0.58
A pump must be selected to deliver at least 3�Vm 55 4.76 0.70
(1A or B) with at least LCL_feet of total head (2D)
65 60 .60 0.82
5 5.48 0.95
70 7,44.__-I.09
I hereby certify that I h ve completed this work in accordance with applicable ordinances, .rules and laws.
� (signature) (license#) 1 -)�J - 0 1-. (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
Boyer Building Corp.
10 Willow Dr. So.
Orono, Henn. Co., MN
Borings completed on 2-11-02, 10:00am, with a hand bucket auger.
BORING NUMBER 1- Elev.94.2 - MOTTLED SOIL AT 20" - no standing water present
in boring. No frost.
0 - 20" Topsoil dark brown loam 10YR 3/2
20" - 30" Rusty brown loam 10YR 5/6 - mottles 7/1,6/8
30" - 48" Rusty brown sandy loam 10YR 5/6 - mottles 7/1,6/8
48" - 54" Rusty gray brown loam 10YR 6/3 - mottles 7/1,6/8
BORING NUMBER 2- Elev.94.4 - MOTTLED SOIL AT 22" - no standing water present
in the boring. No frost.
0 - 12" Topsoil dark brown loam 10YR 3/2
12" - 22" Brown clay loam 10YR 5/4
22" - 40" Rusty brown clay loam 10YR 5/6 - mottles 7/1,6/8
40" - 48" Rusty gray brown loam 10YR 6/3 - mottles 7/1,6/8
BORING NUMBER 3- Elev.95.4 - MOTTLED SOIL AT 20" - no standing water present
in the boring. Frost 3" deep.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 20" Brown clay loam 10YR 5/6
20" - 38" Rusty brown clay loam 10YR 5/6 - mottles 7/1,6/8
38" - 48" Rusty gray brown loam 10YR 6/3 - mottles 7/1,6/8
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc. on 2.12=02 starting at 10:45am.
Test hole location Boyer Building Corp., 10 Willow Dr.SoOrono,
Test hole number. Date test hole was prepared-2-AL-02..
Depth of hole bottom 12.inches. Diameter of hole fi inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 1211 Topsoil dark brown loam
Method of scratching sidewall is Drift. Depth of gravel in bottom of hole is 2inches Date and hour of initial
water filling 2-11-02. 10:00am. 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 fi inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
10:35 prefill 6
10:45 11:00 6 1-3/4 8.6 15 min
11:05 11:20 6 1-3/4 8.6 15 min
11:21 11:36 6 1-3/4 8.6 15 min
Percolation rate=BA-minutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc. on 2-12-02 starting at 1OR47am.
Test hole locationByer Building Corp., 10 Willow Dr. So., Orono,
Test hole number2. Date test hole was prepared 2-11-02.
Depth of hole bottom 12.inches. Diameter of hole fi inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 12" Topsoil dark brown loam
Method of scratching sidewall is Jim& Depth of gravel in bottom of hole is 2�inches Date and hour of initial
water filling 2-11-02, 10:00am. 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 h inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
10:35 prefill 6
10:47 11:02 6 4-3/4 3.2 15 min
11:03 11:18 6 4-3/4 3.2 15 min
11:23 11:38 6 4-3/4 3.2 15 min
Percolation rate=12-minutes per inch
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, Inc. on 2-12-02 starting at 10:46am.
Test hole location Boyer Building Corp., 10 Willow Dr. So., Orono.
Test hole number-3. Date test hole was prepared 2-11-02.
Depth of hole bottom 12.inches. Diameter of hole fi inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 101, Topsoil dark brown loam
10'1 - 1210 Brown clay loam
Method of scratching sidewall is kn&. Depth of gravel in bottom of hole is 2_inches Date and hour of initial
water filling 2-11-02, 10:00am. 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 fi inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval min inches inches minutes per inch Remarks
10:35 prefill 6
10:46 11:01 6 3-7/8 3.9 15 min
11:04 11:19 6 3-7/8 3.9 15 min
11:22 11:37 6 3-7/8 3.9 15 min
Percolation rate=3A-minutes per inch.
PERFORATED LAYER OF GEOTEXTILE LOAMY SAND CAP
LATERALS FABRIC PERFORATED LATERAL
SANDY LOAM R - •' �+�• -• GRASS COVER 6 INCHES `
'^'"`i;.��:Y'r TOPSOIL:
SOIL �- y /_ ,'^,' LEAN SAND FILL
MAXIMUM SLOPE
LAYER OF GEOTEXTILE ` ! ' ;:y'' 3 TO I
FABRIC OR 4 INCHES OF ,/ .�',� r TOPSOIL 3✓a T�OE27/RINCHES 4•
HAY COVERED BY /`"�` =I , FLAWED oR /.slo
BUILDING PAPER ?� ,j/ ;f� / SUBSOIL . DISKED SURFACE
11/ OR 2` ,a:f�-' / !. / �� CROSS SECTION A-A
PIPE ROM PUMP�
I
/ ( • i' �✓ / PIPE FROM
3
2Z �' �- •..,�, � PUMPING CHAMBER
CLEAN W-OCK ' Vii•" /� /DIVERSION FOR TPTT
ISURFACE WATER w t
6' TOPSOIL, ' /J,• /'� �� x
_� �:'• • � � jrJ' %� rte" rt � ;–�
3
' ! PERFORATED
r9r/ i• MAXI LATERALSX.
I I
SLOPE „ :r.::N:• .a:. it
ILL SQp Wil- �,.. BED AREA
OkE ER
P 9q MATU '=':ti'� A I �n to ' I w : a
RRIFR L :..:=. , I W I m
LAYER ? ' z
o y`o20 INCHES I [IN
CHESS —
LAYOUT OF PERFORATED PIPE LATERALS FOO I
PRESSURE DISTRIBUTION IN MOUND
DIKE 10 FEET�_bIKE
PERFORATED PLASTIC PIPE _ MAX.
TOTAL WIDTH
PERFORATIONS SPACED 36' riom SPACING 1 1 1
END ON CENTER. PERFORATION X PERfORA I •
VIEW SIZE MAY BE /1c:7/at; PLAN VIEW
OR /�: /6
tMAEND PERFORATION OF A PERFORATED LATERAL
PIPEIPE
PERFORATIONS ON BOTTOM OF
Gros Cover
PLASTIC PIPE ToaoW
of Gemeatlle FaWk(or fov-
_z(ALTERNATE LOCATION Lao”Sand Low. �•�I°ym e1 MY Of straw covered
OF PIPE FROM PUMP) with re rain paper)
are Olaf Sim Drilled Horizontally
Into p Naar Top
END CAP 90, rE� swnus ! Y.:•:...........:..
:.
At
luo Edge
RpL af Rock Layer
LATE
_ Perlorallons Located at
/L
PIPE FROM flea"Sand toys Bottom of Lateral
II^S` PER PUMPING CHAMBER
LENGfNOrl9inal soR PropeAy searin.d
Before
Placing Sond Layer
F-8
R �WPQD, CEDAR OR
WATER TIGHT B5 LOCKABLE ELECTRIC BOX T(L� AEE'�tD 'POST (4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS------ /, IALLDE- CTRIC CONNECTIONS MADE
2' PVC CONDUIT SCHEDULE 80 6'SPACE LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED a:LOCKED -F— SETTLEME4t
SEALED MANHOLE RINGS FINAL GRADE
P, AT LEAST 12'
UNION B LOW GRADE
} WIRE FROM POWER SUPPLY
-
PIPE ISg LAID ON A UNIFORM SLOPE FROM
- /}i , FO> PROPER ORAINBACKIL TREATMENT AREA
SEALED TANK COVER - IF 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
ALEEIALCR �RATE
ELECTRICAL CUIT
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
_�JART 9 _ �_ _ _ MUST NOT RUN OVER ANY TANKS BUT
r MUST BE LAID BESIDE OTIIER TANKS
3.3 `� AND MUSTSTE PLACED IN CONDUIT -
SHU.-9f.F�,F.��Q-- - - ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST SE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT CONTACT.
opol:
Figure F-8
METAL
COVER
CONCRETE
MANHOLE
RING
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
a. M
1 �.. / �•'
VERTICAL SIDEOVALL SEPTIC TAIK - •
FINISHED GRADE
•AT LEAST 6'TO 12" SOIL AT LEAST
4' DIA•
COV R 4" DIA.-
1" 4' LEAST I" AT LEAST 1"
MIN
1. •••.•
1 � I•
A �IMEzNI FOR.—.TANKS A j
MINIMUM
,LENGTH 3TIMES THE �MT
6 DIAMETER 60 MINIMUM _
1 1 0€PTH. O 30_ MiNIMU_ MI f AXIMUM
•LAT LEAST 0.2�D,_.._._._._.�.... — 6"
8 6 MINIMUMI 0.2 0 MAXIMUM
3- c 0.4 D
.. ---
--AT LEAST 4 FEET •'�
► A116. %N
1 i
O1N1'f l[411 A{1�Y+C14lNOW+41ff1 �. AWNKIIEOWEMl1++'ll fM!LOCAI[D W1111N It ING+E!•
t' f11Mrr1'+4D►W/ LpOCA ew�ii rMiiictrconluliN+c lifeco+rl"�"climmlca!CLOV11 oniyrustOF �A=.IEI+,JQ �
YvKI! {. 4Er+VN1R7NuarN+CECttwEamR t1CFMITPPf•ANO '
�. AN.+u•[cia►irrEorArlE�lr�v+t�lElt>wAs1En NEAM/1ro"IC" KrLI*KL0E1+o1E112IM4Er+d[!
f 11M
onAAMN10lE`,lINLLIWLOCAIEOrfMDOII1114++�{Et O n,KXjfj"IALCENCIRl.�<
NACUlIfilO�iVKZ11.1M[CClIIE11lMCCF11Q1W�EC1Al1 {. rOf1110102W/1KC1rll+ftthCN.lANK001+�+CNOK7++A110.1W
rms N vuif,¢114!AW A{114 CCN1C111 NE flf 1ME AND dAtBNlroN C 1!0 lSD.
ON ILE d!CNMOl d10NMINIr 10El.A 1100 ww-ty w
' pf•E W{1:11ELOG�{kY OC 1Yrrr.N llq;1AE1 NfYMlll El
w rLm —
PENCIL
MARKS aa,
20' w
MANM E +••• y it
•
INLET tiOUTLET
SCUM CLEAR SPACE- CLEAN OUT TANK WHEN*
•. _..'-- 3 —�' y;IS 3' OR LESS OR
--
_ '8'IS WOR LESS
'11•• + ;• ! BLACK COLOR
�. i'•
1"%.%s; �' DISTINGUISHES SLUDGE
' ;;•�. SLUDGE• .:.
�,�.,;`+,�1 •. .�,; , LAYfrR FROM LIQUID
4
MEASURE SCUM. ANDS TANK ACCUMULATIONS
IN THE SEPTIC