HomeMy WebLinkAboutSeptic System Approval A&
�O CITY OF ORONO
SEPTIC SYSTEM APPROVAL
CITY of ORONO
Municipal Offices
Post Office Box 66
Crystal Bay,Minnesota 55323.0066
�kESH0
LOCATION: 1180 willow Dr. N.
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: S–P Testing REPORT D*— July 28, 1997
Approved t September 8, 1997
The City of Orono has your on-site system design as of
(approved-disapproved) (date)
with die following comments: A 10 ' setback variance is approved as no site is
available on the property which would meet the 20 ' setback. The site
meets all other City and State Standards .
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. A list of currently licensed septic contractors is
enclosed.
NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior approval of the
Inspector (473-7357). Call for inspections 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 that primary and alternate sites are adequately protected.
NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20'
of tested drainfield sites either before or after system construction. Compaction of these areas could render them
unusable prohibiting the timely completion and or limiting the long term use of the property.
A site copy will be available at the City Offices for the septic contractor.
CITY OF
By ip ,•��
Stephen W an, On-site Systems Manager
TELEPHONE-473-7357• FAX-473-0510
08/28/97 08:52 FAX 6124975411 S P TESTING: INC 41
` -P TESTING, INC. Steven B. Schirmers - MPCA Cert.No. 627
951 Katydid Lane NE - St. Michael, MN 55376 • (612) 497-3566
FAX(612)-497-5011
State License#394
July 28, 1997 Post-its Fax Note 7671Date ,� r
To ��• P89es
From r .-.
CoMeot. Co.
Joe Thies Phone a Phone#l
rG .��i.
1180 Willow Rd., North Fax# 4 1?�oS Fax" 4e. 3
— o t
Orono, Henn. Co., MN
This site has an existing on-site sewage treatment system consisting of a Cesspool and
a drainfiield which is surface discharging in to a road ditch. This system is classified as
failed and is also an imminent health hazard which must be repaired or disconnected
within 10 months. To adequately treat septic effluent, a new system will need to be
installed.
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. Approval will be needed to be 10' from the north property line with the
system,
A lift pump will need to be installed in the lower level (basement) for all of the water use.
At present, the flow line for the basement is deeper than the flow line for the house and
deeper than the existing tanks. This pipe may just discharge to the ditch.
The existing tank will need to be abandoned, pumped and filled with soil.
The soils on this site are SCS soils mapped - L+B - LoSueur loam, The seasonally
saturated soils were located at 18"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 treatment area must be located at least 3' above the saturated soils.
The soils at a depth of 12" (th's#4,5 & 6) have a percolation rate averaging 8.5 mpi.
i
08/28/97 08:52 FAX 6124975011 S P TESTING INC Z02
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.
I
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.
Al 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 gray water (laundry, showers, etc.) human waste &toilet tissue
should be disposed of into the septic tanks. Garbage disposals are not recommended,
due to adding more solids & fine solids passing through to the system. Excessive
amounts of soaps, cleaning agents &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
2
.3 3' (00(
to 0.0
f-i
D' Y,119.3
.........
--7
X101.0 ✓
vs�
t tell.a
�Rs t
W
jKl(va
cD W
M
y
®Percolation Tests Scale: La IS
PERMrf NO. QSoil 8;(x ir)9s
0 ®Bench Mork
-D A SUBMIT.-%Q
F
APPROk-E.
T114L
APPROVED TH CORRECTIONS AS NOTED
House \ NOT APPROV D — CORRECT & RESUBMIIJ Note: This system is to be constructed to rned
fhftG comments ace t Your Information. All ,wrl(Stj all to qW the ?V;rnesolo Poll0on Con!rol Agency
z4- 0 IWI oompliance wit, ali applicableapplicablebuk-k* & zerwng atter. Chapter 7080 & Local ordinance
OA&IM!"OntS including 4ems not specifically rioted in this mift
/ c uAvn�S 4ftk THIS PLAN
Check. all underground qt,ilities
Aj4iA4
PROPERTY OF: -IDE
N1,0
S-P TESTING INC.
Cesigned By
PH.6i2 -497-3566
tar 4')
10'A
ILi oo 4,
17r '•`c�5
i•S s>a `o o .�
?LAS.)
SET- BACKS
HOUSE System must be:
Tonle�.� from property lines -0 ci>1 S f-t•� W152-CNA
.2f from wells
10 from brigs. ,
veotment area from tikes, = streams NOTE:Power supply and switches must be located in a
Treatment area _ from proper lines.
y 2 N�'vQ, weottner proof enclosure outside the pumping chamber and manhole
ATT
M/suNoLCS �syt ".- from we-0s vvR Sol
eale.Fit L_ zU :from b!dgs.
d L2'from trees SOIL BORING ELEVATIONS
t
c
t 1
Amin. t TH. I EL.-&2-3
..dra o TH"2 EL.-11:
I -�- grade _/o
Tank - Do - TH-73 EL.-LL
-Drop to Tonle Tank ::� pRES%-W DISTRIBUTION MOUND SYSTEM TH"4 EL:-
IL TH`5 EL-9�
Min.I�to 8� �Pumpn9
Mox.l"to4� �- � P "r��`LS SNAG-�-ocsJ Chamber EI.NATIOV of PROPOSED PUMPING
CyAMBER- 00.0 titin Raw�P 93.0
-4 Flo 6"dia.pipe ro a.0
SYSTEM DESIGN -MOUND
- .3
TYPE-:;L, 3 BEDROOM , Averoge percolation rote '9,.< minJindt (desgn.83sgft treatment area per gal.of daily sewage flow)
9 S gal./day x.83sgft/gaL2?1 sgtt.of kwtmeM area +10%=moo sq.fl. (=10ft.width=�` 1_tt.kngth of bed area+sideslope run to 1 x heigN=�--ftx�.L_ttlavrn area needed)
I
aeon rock needed- UJB sq.ft treatment area x.L-05' depth of rock= 430 a.ft=27=_16 cv yds(3/4-10?_ dna.,incudes 2 of rock above pipe)
G_QAY�S�i loam back WPM topsoil 6" S2- q yd. .9V� 5A 110 M316t120 1.�
! w Asttt�o
Clean sand fill below rock needed I(�� a�yds. approx. , sandy Yom- (� -Co Ano X070 -Co. foe sol`<OF-
Number of tanks required_, Istiar9k/000 gol. ,2ndConk/opo gol.minimrns Fitis PamQiNLa,
I 25'/0 of flow of L � 1 -1L�.. t+reserve storoge of 1 S 0yzt�./BFC-.'_gol.+pipe bock drainage— 0•,�
Pumping chamber capacity- daily sewage 9a•- 90 PROPERTY Cr=
ofI s' got./IOOfin.ftof �_ rdio.supply pipe, Iinftneeded ')b , 11 gal{monrW5�gdJtOOGnftof a"dio.pipe,lbftneeded L , Z- got.
total capacity needed_ 911gal.(plus area for pump) t,SE MI 1%. /000 gay-o0 0
1 Distribution pipe rLJa_olio. , 112-lint f t, r da. perforations 24zZ'opod
1 Pump sae!12 hp. (pumpoble capacity )_A0_gal. 4cydes/doy) L LSEo )y ' H�Ao PQE�s ,SZiS��de z� J l M. S-P TEST/NG AMC.
Note: When cortstrvctinq bed f7- Inis area should be shaped Note= Distance from treotment ores to neighboring wells— i Designed 9y: L
to divert run-oft from entering treatment area. LYtiA-( ""n'� I-I /UD PFi 612-497-3566
Oorc-2��3�92 .
I
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW Euimated Senate Flow in Gallant per Day(gpd)
Estimated L4S0 gpd "obitir
f Type t Type I Type 111 Type ry
or measured - x 1.5 = - gpd. see►ee111a
2 700 225 Ito ao.
B. SEPTIC TANK LIQUID VOLUMES 3 600 300 2 6
00
4 600 375 256
S 750 ISO 294
-100D gallons 6 9W S25 7 1050 600 370
t 1200 1 67S 406
C. SOILS (refer to site evaluation) NltmberAGINkiiiiell
f CA-my
1. Depth to restricting layer= I ii, inches 2,4"
2. Depth of percolation tests = ) a. inches `'"'
3. Percolation rate •S mpi 2or 3 w Wo17,WO 50 1 's o
ori 'ofo0004. Land slope % 7 z 3
ever 9 Sia 6t.C.6 (a 15)
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer.A x 0.83 -
4So . gpd x 0.83 sq. ft./gpd = 373 sq. ft.-+)d-50-y)0
2. Select width of rock layer(10 feet or less) = J0 ft.
3. Length of rock layer = area+width= Rock Bed
410 sq. ft. + j 0 ft. 14 1 ft. ,•�•. ♦ti M� .. .,,., ,.,
Me.rrrr? •r r• dth :510 ft.
•r•r•r•�r•�• r•r •r• r•r•
•r•r•r•r•r•r.r• •r•r•r•r?r.r•r•r•
E. ROCK VOLUME I--- Length -�
1. Multiply rock area by rock depth to get cubic feet of rock;
L4 I o, sq.ft.x ft. =yaD-cu. ft.
2. Divide cu. ft.by 27 cu. ft:/cu. yd. to get cubic yards;
HzL cu.ft. +27=�JL cu. yd.
3. Multiply.cubic yards by 1.4 to get weight of rock in tons;
!t,cu. yd.x 1.4 ton/cu. yd. _�. tons.
F. ADSORPTION WIDTH e-L-A,4 LO Wv^ Ab a,Width st:y, T:ble
1. Percolation rate in top 12 inches of soil is :9.S mpi pfficaatlo,wk ~.4
)„ti,,,,us,
•
U inch Soil Texture rr a P.&~'
2. Select allowable soil loading rate from table; Faster than 0.1 oars Sand 1.20 1.00
0.1 to 5 Sand 1.20 1.00
_4<', gpd/ft2 0.1 to 5 Fine Sand" 0.60 2.00
6 to 15 Sandy Loam 0.79 152
3. Calculate adsorption width ratio b dividing rock layer 16 to 45 Loam 0.60 2.00
rp y $ y 31 to 45 Silt Loam Oso 2.40
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 46 to 60 clay Loam 0.45 2.67
61 tO 120 Clay 024 5.00
1.20 gpd/ft2+,y gpd/ft2 Slower than 120 Clay - -
"Soll havfnt 50%or man of fir*or very=-d.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
D.1") x /I) ft aje,,L ft
G. DOWNSLOPE I?PM WIDTH
I. If landslope is�6 �more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
p.L.7 ft-jpft =__feet
2. Calculate Minimum.mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1,_l feet
t b. Multiply rock layer width by landslopeto determine drop in elevation; teel RD ed
Slope Differencejx 2 %i100=_-feet Slope Oltference -!-z- et
uvslooe width
c. Add depth of clean sand for separation (2a) -1 feet Rock Bed width
at upslope edge,depth of rock layer(1 foot) to depth of _A2-feet Downslope width
cover(1 foot) to find the mound height at the upslope edge -�- feet
of rock layer;
1,,�_ft+ ift + ift= ,feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3.5O
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: ,t x 3„tZ =_I feet
f. Add depth of clean sand for slope difference (2b) at
downslope edge,to the mound height at the upslope edge
of rock layer (20 to find the downslope height;
,LL ft+i ft= .3. e feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of 4,S4--
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: NSA x 2. _ j2 feet
i. Compare the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width;
i feet
j. Total mound width is the sum of < '< - foot , ,a
upslope dike (G-2e)width plus rock
Yy�3 $,fix}. ..._. 'OROCK •°wlotn ,.
layer width (D.2)plus C uosloD•w din lost uoelo9e rr of
downslope dike width(G.2i); 3 - "" toot
0
1,3 ft + loft + _ft = 140 feet ,
k. Total mound length is the sum of 40 oownslooe width
JZ tset ;
upslope dike width (G.2e) plus rock layer
length (D.3) plus upslope dike width (G.2e);
13-ft + _�lLft+eft= �2_ feet :. ' .
!� + 41 -
Total Length
Vownslope tj Pslope
3:1 l•1 5:1 lid 7:1 3:1 4:1 5:1 6.1 7:1 8:1
x
0 3.0 40 SA 6A 7.0 3.0 4.0 S.0 4.0 7.0 8.0
1 30 L17 526 618 733 2.91 3.85 4.76 SAS 654 7A1
2 3.19 435 536 4A2 514 2.51 3.70 434 S36 4.14 6.90
3 310 �7 5.88 732 8.86 275 C3435 50 5.79 6AS
4 _3 _.�_ .__.70 972 268 3.t5 4.17 4.84 5.46 6,06
13M 500 La 837 10.77 261 331 4.00 4.62 5.19 S71
6 3,66 Std 7.14 938 12.07 234 321 3.55 4.41 4.93 SAI
7 3,110 556 7.69 1034 1371 2.48 3.12 3.70 421 4.70 5.13
13A SAS L33 11.64 1531 142 1.01 337 4.055 4.49 4.88
9 411 62.5 90 13A4 IL92 236 1% 3.45 3.90 430 4,65
10 429 667 10.0 15.00 2333 231 186 333 3.75 4.12 4A4
11 4A8 7.14 11.11 VAS 30A3 226 178 313 3.61 3.95 426
12 4A9 7.69 1230 21A3 4375 1 121 170 3.12 3.49 3.80 4.06
F-17
PUMP SELECTION PROCEDURE
END PERFORATION Of A PERFORATED LATERAL
A. Determine pump capacity: &W C_
Gravity Distribution ,....,,
1. Minimum suggested is 600 gallons per hour(10 m)to stay ahead of
Water use Tate.
2. Maximum suggested for delivery to a drop box of a home system is 2,700 ��^R}61s..H..,�ar,s."
�tiw�... t«
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. 1 I: Etta-
gallons
�«�u,«
Pw%,WI.N L�tin at
Pressure DLstibution Cieft Sow RAV• ei""" "'
3.a. Select number of perforated laterals 3
b. Select perforation spacing=,�_feet. �P%"" L„'"""'
C. Subtract 2 ft.from the rock layer length.
14-el�um 610-2 ft.- feet.
d. Determine the number of spaces between perforations.
Length perf.spacing=_ML ft.+ --t, ,ft.= z spaces Requymd pa fos,tion Dom, e
e. )3 spaces+1=_ V perforations/lateral h+8Bons per n-Ante
f. Multiply perforations per lateral by number of laterals to1 f y 41 A 'H.'.adr'a ;2 1646 Patti mo PW
get total number of perforations. 1tl-" x -�,= L � perforations.In Ll til
g. x °'` -U-spnL 1.0a 0.56 0.74
SELEC TED PUMP CAPACITY gpm 2.Ob 0.80 1.04
B.Determine head requirements: a. Use for single family homes
1. Elevation difference between pump and point of discharge. b.Use for all other applications
4 feet
2. If pumping to a pressure distribution system,five feet for pressure
required at manifold if gravity system,zero.
A_feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. Pipe Length
Read friction loss in feet per 100 feet from table. Point of Discharge
F.L._ ), j� ft./100 ft of pipe
b. Determine total pipe length from pump to discharge Elevation Diffemncel
point. Add 25 percent to pipe length for fitting ]P=p g3
loss,or use a fitting loss chart. Equivalent pipe
length-1.25 times pipe length= F-18b
- e?O _x 1.25= q 15! feet 1gpM .5 inch 2.0 inch 3.0 inch
c. Calculate total friction loss by multiplying Friuk iI=va 100n,fPipc
friction loss in ft/100 ft by equivalen pipe length. 10
Total friction loss- )_x_�+100=�_feet 10 0.69 0.20
12 0.96 0.28
4. Total head required is the sum of elevation difference, 14 1.28 0.38
special head requirements,and total friction loss. 16 1.63 0.48
18 2.03 0.60
20 2.47 0.73 0.11
q + 6, +�_ 25 3.73 1.11 0.16
(1) (2) (3c) 30. 5.23 1.59._. 0.23
35 7.90 2.06 0.30
40 11.07 2.64 0.39
TOTAL HEAD .� feet 45 14.73 3.28 0.48
50 3.99 0.58
55 4.76 0.70
C. Pump selection 60 5.60 0.82
1. A pump must be selected to deliver at least
3 _gpm (Step A) with at least Y feet of total head(Step B).
S-P TESTING, INC. Steven B. Schirmers - MPCA Cert-No. 627
951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566
FAX - (612) 497-5011
State License#394
LOGS OF SOIL BORINGS
Joe Thies
1180 Willow Rd., North
Orono, Henn. Co., MN
Borings completed on 7-7-97, with a hand bucket auger.
BORING NUMBER 1- Elev.100.3 - MOTTLED SOIL AT 18" - standing water present in
boring at 20", 24 hours after the boring.
0 - 8" Topsoil dark brown loam 2.5Y 3/2
8" - 12" Gray brown loam 2.5Y 6/3
12" - 18" Brown clay loam 2.5Y 5/4
18" - 42" Rusty gray brown clay loam 2.5Y 6/2 - mottles 7/6,7/1
42" - 48" Rusty gray silty loam 2.5Y 6/1 - mottles 7/6,7/1
BORING NUMBER 2- Elev.101.5 - MOTTLED SOIL AT 26" - standing water present in
the boring at 48", 24 hours after the boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 22" Brown loam 10YR 5/4
22" - 26" Brown clay loam 10YR 5/4
26" - 38" Rusty brown clay loam 10YR 6/3 - mottles 6/6
38" - 48" Rusty brown sandy loam 10YR 6/3
BORING NUMBER 3- Elev.101.0 - MOTTLED SOIL AT 22" - standing water present in
the boring at 44", 24 hours after the boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 22" Brown clay loam to loam 10YR 5/4
22" - 40" Rusty olive brown clay loam 2.5Y 5/4 - mottles 7/6
40" - 48" Rusty gray silty loam 2.5Y 6/2 - mottles 7/6,7/1
Soil borings cont'd.
BORING NUMBER 4- Elev.98.4 - MOTTLED SOIL AT 18" - standing water present in
the boring at 18", 24 hours after the boring.
0 - 12" Topsoil dark brown loam 2.5Y 3/2
12" - 18" Gray brown loam 2.5Y 5/2
18" - 36" Rusty gray brown clay loam 2.5Y 6/2 - mottles 7/6,7/1
36" - 48" Rusty gray clay loam 2.5Y 6/1 - mottles 7/6,7/1
BORING NUMBER 5- Elev.99.3 - MOTTLED SOIL AT 22" - standing water present in
the boring at 20", 24 hours after the boring.
0 - 16" Topsoil dark brown loam 2.5Y 3/2
16" - 22" Gray brown clay loam 2.5Y 5/2
22" - 30" Rusty gray brown clay loam 2.5Y 5/4 - mottles 7/6
30" - 48" Rusty gray clay loam 2.5Y 6/2 - mottles 7/6,7/1
BORING NUMBER 6- Elev.98.2 - MOTTLED SOIL AT 18" - standing water present in
the boring at 18", 24 hours after the boring.
0 - 10" Topsoil dark brown loam 2.5Y 3/2
10" - 18" Gray brown loam 2.5Y 5/2
18" - 22" Rusty gray brown loam 2.5Y 5/4 - mottles 7/6,7/2
22" - 48" Rusty gray brown clay loam 2.5Y 6/3 - mottles 7/6,7/1
2
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing.Inc. on 7-8-97 starting at 1:O5M
Test hole location Thies, 1180 Willow Rd.,North,Orono.
Test hole number-. Date test hole was prepared-=- -
Depth of hole bottom 12.inches. Diameter of hole¢inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 811 Topsoil dark brown loam
8" - 12" Gray brown loam
Method of scratching sidewall is JwA. Depth of gravel in bottom of hole is 2 inches Date and how of initial
water filling 7-7-97. 1:00M. 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!k inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval min inches inches minutes per inch Remarks
Water remaining in test hole
1:05 1:35 6 2-3/16 13.7 30 min
1:46 2:16 6 2-3/16 13.7 30 min
2:17 2:47 6 2-3/16 13.7 30 min
Percolation rate=132-xninutes per inch.
CERTIFICATION NO.627
STATE TAICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing.Inc. on 7-8-97 starting at1:06pm•
Test hole location Thies, 1180 Willow Rd.,North,Orono.
Test hole number-1 Date test hole was prepared-j-7-97.
Depth of hole bottom 11 inches. Diameter of hole!k inches.
SOIL.DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 101, Topsoil dark brown loam
10" - 12" Brown loam
Method of scratching sidewall is k>llA. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 7-7-97, 1:OOpm. 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
Water remaining in test hole
1:06 1:36 6 3-1/4 9.2 30 min
1:45 2:15 6 3-1/8 9.6 30 min
2:18 2:48 6 3-1/16 9.8 30 min
Percolation rate=2.5-minutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc. on 74;-97 starting at LDIpm.
Test hole location Thies, 1180 Willow Rd. North,Orono.
Test hole number3.. Date test hole was prepared? 7-97.
Depth of hole bottom 12 inches. Diameter of hole¢inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 10" Topsoil dark brown loam
10'1 - 12" Brown clay loam to loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2_inches Date and hour of initial
water filling 7-7-97, 1:00pm. 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
1:07 1:37 6 2-1/4 13.3 30 min
1:44 2:14 6 2-1/4 13.3 30 min
2:19 2:49 6 2-1/4 13.3 30 min
Percolation rate=13,Lninutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc. on 7-8-97 starting at 1:O8pm•
Test hole location Thies, 1180 Willow Rd.,North .Orono.
Test hole number, Date test hole was prepared-7-7-97.
Depth of hole bottom 12 inches. Diameter of hole fi inches.
SOLL 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 7-7-97, 11-T 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!k inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval min inches inches minutes per inch Remarks
12:55 prefill 6
1:08 1:38 6 3-1/2 8.6 30 min
1:43 2:13 6 3-1/2 8.6 30 min
2:20 2:50 6 3-1/2 8.6 30 min
Percolation rate=$¢minutes per inch.
CERTIFICATION NO.627
STATE-LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc. on 7-8-97 starting at-t:09-pm.
Test hole location Thies, 1180 Willow Rd.*North,Orono.
Test hole numbed. Date test hole was prepared-j-7-97.
Depth of hole bottom U inches. Diameter of hole 0-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 2inches Date and hour of initial
water filling 7-7-97. 1:0(bm. 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!k inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval min inches inches minutes per inch Remarks
12:55 prefill 6
1:09 1:39 6 5-1/2 5.5 30 min
1:42 2:12 6 5-1/2 5.5 30 min
2:21 2:51 6 5-1/2 5.5 30 min
Percolation rate=minutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,,Inc.on 7-8-97 starting at 1:jQ
Test hole location Thies. 1180 Willow Rd.,North,Orono.
Test hole number, Date test hole was prepared-2-7-97.
Depth of hole bottom 12.inches. Diameter of hole!k inches.
SOIL.DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 101, Topsoil dark brown loam
10" - 12" 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 7-7-97, 1:00pm. 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
12:55 prefill 6
1:10 1:40 6 2-5/8 11.4 30 min
1:41 2:11 6 2-5/8 11.4 30 min
2:22 2:52 6 2-5/8 11.4 30 min
Percolation rate=1L4-minutes per inch.
I PERFORATED LOAMY SAND CAP
LATERALS LAYER FABRIC
PERFORATED LATERAL
- — GRASS COVER 6 INCHES
SANDY LOAM SOIL
CLEAN SAO i �.y`{ `_ ~••••�:"r�`•. �'�' N FILL TC
_,.
j ol
•/, •l►r.' MAXIMUM SLOPE—�-
: rt, 3 TO I
LAYER OF GEOTEXTILE CLEAN Roc►
jt /. L
FABRIC OR 4 INCHES OF y�� i ;!I TOPSOIL PLOWED OR °/.. TO 21it IN,
DISKED SURFACE
HAY COVERED BY /� I , j j• —
BUILDING PAPER �?� !.'rf i ! j• ueso►L
1 1/ OR 2� ,.� �' `, ��; ;• CROSS SECTION A-A
PIPE ROM PUMP
PUI
—21, i• """ l
CLAN ROCK - � !•' i�. DIVERSION FOR
,;� / /• SURFACE WATER w
6' TOPSOIL if•' �� FmIL
c •
_ r PERFORATED
I'9"/ Mqx• ' LATERALS
SLOPE
gg ,
ND FILL $ .36" \1L' BED AREA
SROk
YER
up
LAYER - - I z ' z I
I
INCHE I 't+V INC
LAYOUT OF PERFORATED PIPE LATERALS FDA
PRESSURE DISTRIBUTION IN MOUND ,
DIKE� 10 FEET _
PERFORATED PLASTIC PIPE — MAX.
TOTAL WIDTH —
PERFORATIONS SPACED 36' I 1 1
VEND ON
IEW
SIZE OR ��MAY BE M67 7/ =TION l6M X PERfORAff� SP��G
PLANyIEl
27MANIFOLD END PERFORATION OF A PERFORATED
PIPE
Crave Cava
PERFORATIONS ON BOTTOM Of 10, .
PLASTIC PIPE T.p..x
s:s_ I -• T.
�LyeyyM of G•oI•fUI
Low"Soed Lsyr•r •..•McA$ever N h"•
/ (OFTP PE FROM PUMN ' nth n redo POP
a Ora Mrlor tion Dri
/� •• .�Mte C p IMw
END CAP 90• L e/i P1u• �, M L.
RA o eld Rech • of R.
/
LAI E vMlorm of Located
ff 6arerw .1 L.r.,el
SRA 2'PIPE FROM Clean sores Leer
PERF PUMPING CHAMBER
F-8
qqhh
Y REDWOOD, CED OR
WATER TIGHT S LOCKABLE ELECTRIC Box--*,-, TREATED POST x 4 m1n)
PLUGS OR ELECTRIC CONNECTIONS —� /_INS JILSCTRIC CONNECTIONS MADE
2" PVC CONDUIT SCHEDULE 80 OX
6"SPACE LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED 8 LOCKED SETTLEMENT
SEALED MANHOLE RINGS FINAL GRADE
AT LEAST 12"
UNION BELOW GRADE
_ WIRE FROM POWER SUPPLY
- SLOPE FROM
F81NPIRTATI ON UP TOIFORM SOI TREATMENT MEA
FOR PROPER DRAINBACK
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
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
1— MUST NOT RUN OVER ANY TANKS BUT
SARTVEL�_--77 1r _ — MUST BE LAID BESIDE OTHER TANKS
3"J `� A ONGUST BE PLACED IN CONDUIT, -
$HQT-Pff—LEVEILQ-- _ _ ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT CONTACT.
Figure F-8
METAL
COVER
I A '
MANHOLE
RING
i
i
METHODS OF SECURING MANHOLE COVER TO PREVENT
i
UNAUTHORIZED ENTRY
Figure C-14
VERTICAL SIDE ALL SEPTIC TAK
,,--FINISHED GRADE
AT LEAST :-
6"TO 12" SOIL AT LEAST
4" DIA. COVER 4" DIA.— ,
1 AT LEAST 1"
MIDI AT LEAST I"
1_ _
A DIMENSIONS FOR•_TANKS WITH VERTICAL SIDES A
WIDTH. W 24' MINIMUM —~
LENGTH, L 2 TO 3 TIMES THE WIDTH
B DIAMETER 60' MINIMUM
DEPTH, 0 30' MINIMUM• 79' MAXIMUM C
r -
-AT LEAST n 0.2 0
g 6" MINIMUM; 02 0 MAXIMUM HC
6"
3" C 0.4 0
---- ----AT LEAST 4 FEET--- —"�
Ifs:
1. SNInANY 1 EES Al LEAST P INCUES w DAAE1Fn 4. AWIIK)I E COVERS SI MLI nF.LOCAIED W1111W 121NCIIES.
t. 11IEnESIWLIIEOfK:ORI.IOItEI�MIIIDlC3.MlF.AST K•TIEAWIIKXEISVNTIIN61XNdESOF11KSUfVACE
DjkTjL%10N AND LOCALFD fail IW 6 FEE I Or ALL TAP* 11EOOIK 1.UI tDESEGUEDEN EYIEVC I ACCES4
WALLS.
0. Sa:PAt1A1K)NDISTANCEOE`1WEENENDOFeIIEiPI`F.ANo
3. AN rlg'EC IKM1 PIPE OF AT LEAS t t Wei ES DIMYEIEII NEATEST POINT oN WrLE SPALL DE NO LES$IIIAN 6INCl ES
ORA 1MNSOLESIKLRELOCAIEDOVEnDDIN11EMET on NoMOIIEnIAN IINOEa
NIDDUILI:IDCVIC[S.11ECENIEll IINC Or-11r'WSAIC104 6. FonIXX*ZW11ALCYl1N)nICALIANKSDO,ICNSONA13Q.150
PIPCS gAL DE 11 SN.f AS I I E CCN I Ln I wE t1F T ME AND DR,fNSION C IS 0.350.
ON FLE OPCN WOS dl SANT I Al tY 1 CES.A II W 10 wg'EC I ON
,,K-" RE LoCA1LUE£lYvCr..N TIIE ACEI ANOfIDItEI
0AI rLES.
. ........... . .
PENCIL
MARKS . :•.
MANN" E �i ,• >r
Y
I v:
INLET SCUM ;! OUTLET
�, .r 'ti =�;OiJT�ET' LEVEL •-'� I .al! Y
_ SCUM CLEAR SPACE- }, CLEAN OUT TANK WHEN,
— • —— __-� —• _ ��wt• _ i '�' W IS 3' OR LESS OR
IT 'B'IS 12'OR LESS
BLACK COLOR
SLUDGE ; DISTINGUISHES SLUDGE
LAYV FROM LIQUID
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK