HomeMy WebLinkAbout1993 Septic System Approval O 44,. lk,va CITY OF ORONO
0 , 0 SO 1 SEPTIC SYSTEM APPROVAL
CITY of ORONO
to(ir :;
''74(),,_ Municipal Offices
ISA ti '°oj . Post Office Box 66
� � �' � Crystal Bay,Minnesota 55323-0066
LOCATION: 2700 White Oak Cir.
Roy Rassmussen
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: S—P Testing REPORT DATE: July 28, 1993
The City of Orono has Approved your on-site system design as of August 3, 1993
(approved-disapproved) (date)
with the following comments: The proposed system is granted variances for steep
slopes greater than 6%, setbacks less than the required 10 ' , and fill
soils on the drainfield site. The site is designed for an 8% slope,
10 ' lot line setbacks, and fill soils must be removed prior to the
installation of the system. The variances are granted as no other sites are
THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must avail-
be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is able.
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 O'ON•
I
By iLg / .,/ �J
Stephen eckman, On-site Systems Manager
TELEPHONE-473-7357• FAX-473-0510
CP•
S-P VESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
July 28 , 1993
Roy Rassmussen
2700 White Oak Circle
Orono, Henn. Co. , MN
This site has an existing Non-Conforming On-Site Sewage Treatment
System which does not meet the 3 ' seperation from the seasonally
high water table. To adequately treat septic effluent, a Pressurized
Mound System will need to be installed. The area to be used is in
the southeast corner of the property. On the west end of the proposed
system, approx. 20 ' of the mound will need to overlap a 10 ' wide berm
3 ' high. This berm will need to be removed with a backhoe without
compacting the proposed mound site. When the berm was built, the
soils were pushed from the west with very little travel on the area
to be used. This is the only area available for the placement of
a Pressurized Mound System. The slope is at 8% . The City code
has a maximum of 6% , this will need to be approved by the City
Official . The City also requires a 20 ' setback from the property
line, approval will be needed for 10 ' .
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 SCS soils mapped - LrB - Lester loam.
A seasonally high water table was located at 24" & 28" . The
bottom of the rock bed must be located at least 3 ' above the
seasonally high water table.
The soils at a depth of 12" have a percolation rate averaging
14 . 1 min/inch.
A pumping chamber will need to be installed to lift the effluent
to the treatment area.
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.
CONT' D
Roy Rassmussen
2700 White Oak Circle
Orono, Henn. Co. , MN
(2)
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 . Mercury floats are a good method.
All neighboring wells are located greater than 100 ' away from the
proposed treatment area.
The existing tanks may be used upon approval by the local Ispector.
The tanks must be water tight.
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 .
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. Smaller amounts of laundry
soaps , dish soaps , cleaning agents , etc. are better for the system.
Antibacterial soaps & chlorine agents may kill the bacteria needed
to treat septic effluent properly. Additives are not recommended,
they may cause harmful damage to your system. Recommend to pump
& clean your tanks by a certified pumper every year if you have
1 tank & every 2 years if you have 2 tanks to insure proper
maintenance.
Steven B. Schirmers nS
SBS/ds
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SET- BACKS t. c;.7i0' 'J, a
HOUSE I • System must be:
J� T 1
•
Tank ' from property lines >C- S .-C---<\co--\ SA\- Go\o-<Vr
•
L`-X31 -1,•\Vii-\- r i,•' from wells
WANK-013't aQ from bldgs.
I..rlYgTreatment area ='from lakes , _' streams
Treatment area sem.' from property lines NOTE:Power supply and switches must be located in a
t• Q+Leo cs `""n 1?,." ' nS'from wells weather proof enclosure outside the pumping chamber and manhole
.1.0 'from bldgs.
t- -1 4 .2.0_ from treesSOIL BORING ELEVATIONS
2min. I
!*J -
_ _a." PPIYPtPe THsl EL.-9 9
Tank i do.suaa 9rode /o' o TH.:2 EL.-_42. 4-1
Drop to Tank ` Tank I :� PRESSURE DISTRIBUTION MOUND SYSTEM TH. 3 EL._
•
Min. l"to 8'
I \--Pumping TH75 EL.
max. too 4- P -VA,)-a`-S S\AA\_Loc�} Chamber ELEVATION at PROPOSED PUMPING ,
4to 6 dia.pipe CHAMBER-`1.0.c, 1a-Z . ,pa mp 91-0.0
: _ ata Q A-- a,x�- -cis).g
SYSTEM DESIGN -MOUND • -tor o-F- a. -v., -0-WV- -q So.•i?
•
TYPE-1_, BEDROOM , Average percolation rate 19-e. min./inch (design.83 sq.ft treatment area per gal. of daily sewage flow)
°o gal./day x.83sq.ft/gal. 4ci`e sq.ft.of treatment area +IO% = y7 sq.ft. (= IOft.width= 5 5 ft.length of bed area+side slope run oto I x3.i.height= H I ftx..ft.lawn•area needed)
Clean rock needed- S'-i')sq.ft.treatment area x 1'°5' depth of rock=s"`) cu.ft=27= a ' cu.yds.(3/4"to 21/x'dia. ,includes 2"of rock above pipe)
/
uo As!•�~� Clean sand fill below rock needed )'-/D cu.yds. approx. sandy loam back fill a� cu.yds.approx., topsoil 6' C9S cu.yd. Akie- At.o v _-_--c,---c-Nr-1• S �- 1.4 /
CA'C_ � s.-CO c c c ?.0 610 'Co -C"Oe 5omL r:o \K�� ��1_, _sl.0y -O_Z_4u`(o.'c•n )
Number of tanks required a , 1st tank ODU gol. , 2nd tank/'7O gal.minimums ? . pL„,"\V'‘).3 v C.-V121.11 ctc i?__-
Pumping chamber capacity- 25% of daily sewage flow of OO gal.=1‘" gal.+reserve storage of' 15 0 g1/BFB DO gal.+pipe back drainage—
PROPERTY OF:V-.0 Li " - M1 t
of 14S gal./IOO lin.ft.of a"dia. supply pipe, Iin.ft.needed - . ‘-.S'- , gal.-►manifold 1 C(gal./IOO lin.ft of -D-"dia.pipe,lii.ftneeded 'I , Z gal. -)sr) o W \�� Alt— G\ -t.A__
total capacity needed 7aiC gal.(plus area for pump) uS"e- 'OW yn, /00.0 ca,t,„1o_ OTzO 0 NI Lp.
Distribution pipe 2�dia. , I SCJ Iin.ft, 1/9 "dia. perforations 36 "apart
. Pump size1.3hp. (pumpable capacity ler. gal. 4cycles/day) us --s. 3a ' 1- --'•o C'e.tisS �Q\s(- �1,•G 14C) Coll r,I, n. I s—p TEST-/N /NC. i
Note : When constructing bed - , this area should be shaped Note: Distance from treatment area to neighboring ve"s— , /� 3 -
,3 c vert rjn-off from entering treatment area. !_ ":A-c z- ---VW‘W 100 ' •.es.gned �y: .
' MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW Estimated Sewage Flows in Gallons per da I
(gPd) y
Estimated ((o 0 gpd (see pages D-7 or I-3,4,5) Number
or measured - gpd x 1.5 = . BedroomsType I Type 11 Type III 1 pe
B. SEPTIC TANK LIQUID VOLUMES 3 45000 3000 tie
4 600 375 256 t
lues
-/o o O gallons (see pages C-3 or C-5) 5 750 450 294 ryi�sa
6 900 525 332 T t.
7 1050 600 370 m
C. SOILS (refer to site evaluation) 8 1200 675 408 columns
II
11
1. Depth to restricting layer = D\L) -I'D a c inches Sepik Tank Capacities,in gallons
t Number of Minimum Liquid Liquid capacity with
2. Depth of percolation tests = inches Bedrooms Capacity garbage disposal
3. Percolation rate P-1. ' mpi 2 or less 750 1125
3«4 1000 1500
4. Land slope % 4«6 15W 2250
7.8«9 2000 1000
over 9 ..__.
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 = t
(220 o gpd x 0.83 sq. ft./gpd = 4*''i sq. fta 1 coo=540
2. Select width of rock layer (10 feet or less) = /o ft.
3. Length of rock layer = Area+ Width = •
54 1 sq. ft. _ / 0 ft. = ,s--g- ft. Rock Bed
tr.f••.%ti.f.f.j.ff : ff-f.f
:titif?ti.•;fti. .titfti•tirtirr+rti•.frti.:rrti•f •rr.S•rrr•tif
1
N
kith 570 ft.
'• f•• f- -f-� gt�-r-ffelE. ROCK VOLUMEi = - Length -i
1. Multiply rock area by rock depth to get cubic feet of rock;
S'-1') sq. ft. x /.oSft. = S1L Cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
Sly cu. ft. -27= a ► cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
D, l cu. yd. x 1.4 ton/cu. yd. = 2. i tons.
F. ADSORPTION WIDTH - w fri-VV 1
1. Percolation rate in top 12 inches of soil is i y-c, mpi Absorption Width Sizing Table
2. Select allowable soil loading rate from table on p in a g e E-; iPn inon Minutes per Soil Texture per dRate Gad
y ps Ratio of
ay per Absorption width
J/ d f t2 Inch(MPI) square foot to Rock Layer
•
bi / Width
3. Calculate adsorption width ratio by dividing rock layer Faster than 0.1• Coarse Sand
loadingrate of 1.20gpd/ft2 byallowable soil loadingrate; 0.1 to Sand •• 1.20 2.00
Fine Sand 0.60 2.00
1.20 gpd/ft2 i .1-1S/ gpd/ft2= a-La16 t
') . 6tt 1s Sandyo 30 Loam nsLo0.79 1.52
0.60 2.00
31 to 45 Silt Loam 0.50., 2.40
Check this value on page E-16. 46 vLoam 2.67
i
ie
Slower
4. Multiply adsorption width ratio by rock layer width to get 640
0we,th,oan Clay 6° "'Clay
required adsorption width;
a.(,01 x JO ft = ai..r) ft
G:•'� DOWNSLOPE DIKE WIDTH
1. If landslope is 3% or more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
'Dior) ft- 10 ft = 17 feet
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1. 0 feet
b. Multiply rock layer width by landslope to determine drop ,,.,0,;,..,
in elevation; Slope Difference i ff .:4:.::;:.::;-,:..;:.:...::.::.::i ,,......
f D x %y 100 = , V feet
c Add depth of clean sand depth of clean sand for :_5Zint Slope ow...
separation at upslope edge (2a) to depth of rock layer to �i�"`
rock depth and the depth of cover to find the total mound ',.:`d"-..„.. _
height at upslope edge of rock layer;
1. 0 ft + lft + 1 ft = 3.O feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of 3.o 3 .
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: 3.o x 3.0-; = feet
f. Add the depth of slope difference(2b) to the upslope
height to get the downslope height
3.0 + . = -feet
g. Enter table on page bottom with landslope and
downslope dike ratio. (
Select dike multiplier of S. .
h. Multiply dike multiplier by downslope mound height
to get downslope dike width:3• ce x 5,cie = as feet
i. Compare the values of step G.1 and Step G.2.h. Select the .
greater of the two values as the downslope dike width;
feet
&.:::•;:•.,;:•:•;:,.::::;:-;:•:-.::-....:-....:
w d�;`- 'tai''' ?hope of w dth''cj''
j. Total mound width is the sum of upslope dike R.
width plus rock layer width plus downslope "'''`' `::"'"::::':: :.: ::' _��'-� '
dike width; .�"'-••xn1''C�c�...'`.'`'''. ;'``"
5 ft + /0 ft + as ft= t} ) feet UpslopeDikewidth a ..UpslopeEli;Width_ -:___
k Total mound e length is the sum of upslope
g P P
dike width
lus rock layer length plus °ow" °pe i�'Ice i%Jid't6 'i
P Y g
upslope dike width;
ft + SS ft + ft= /D3 feet F. Total Length 7. ►)
D.. -r S,'"' -r a a' q9 o►oi
Downslope Upslope
3:1 4:1 5:1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1
%slope
0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0
1 3.09 4.17 5.26 6.38 753 2.91 3.85 4.76 5.66 6.54 7.41
2 3.19 4.35 556 6.82 8.14 2.83 3.70 4.54 5.36 6.14 6.90
3 3.30 434 5.88 7.32 8.86 2.75 3.57 4.35 5.08 5.79 6.45
4 3.41 4.76 6.25 7.89 9.72 2.68 3.45 4.17 4.84 5.46 6.06
5 3.53 5.00 6.67 857 10.77 2.61 3.33 4.00 4.62 5.19 5.71
6 3.66 5.26 7.14 9.38 12.07 2.54 3.23 3.85 4.41 4.93 5.41
7 3.80 5.56 7.69 1034 13.73 2.48 3.12 3.70 4.23 4.70 5.13
_fl-- 3.95 ( ) 833 ___ 1154 15.91 2.42 33.. 357 4.05 4.49 4.88
9 4.11 6.25 9.09 13.04 18.92 2.36 2.94 3.45 3.90 430 4.65
10 4.29 6.67 10.0 15.00 2333 2.31 2.86 3.33 3.75 4.12 4.44
11 4.48 7.14 11.11 17.65 30.43 2.26 2.78 3.23 3.61 3.95 4.26
12 4.69 7.69 1250 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
Gravity Distribution END PERFORATION OF A PERFORATED LATERAL
1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of Grass Cover
water use rate. Ns..;,),,
Topsoil ` -'5).\‘'."
2. Maximum suggested for delivery to a drop box of a home system is 2,700 .:. . - .
`;layer of Geoteztile Fabric(or to -
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. Loamy Sand Layer -.inch layer of hay or snow covered
.. with red rosin paper)
mirlII[IAp. Pertoi-ction Uhd Horizontally
Pressure Distribution '"'° ° Neaar Top
3. a. Select number ofperforated laterals 3 ''%Pius
�_ ofAl Least le yew Edge
ter ki Field Rock. of Rock Layer
b. Select perforation spacing= ft. :.Perforation;Located al
c. Subtract 2 ft.from the rock layer length. Bottomclean Sand Layer Bottom Lateral
Road ngiu-2 ft._ .S""3 ft.
Original Soil Properly scarified
More Placing Sand Layer
d. Determine the number of spaces between perforations.
Length perf.spacing= ..5Z ft.4-__Zft.= 17 spaces TABLE OF PERFORATION DISCHARGES IN CPM
e. 1') spaces+ 1 = i u perforations/lateral
f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(inches)
get total number of perforations. 7/n 1/e
-e x _ perforations.
1.Oa 0.56 0.74
sLI •71S 0.69 0.90
g. P x awT�=3(�gpm. 2.0b 0.80 1.04
2.5 0.89 1.17
SELECTED PUMP CAPACITY I-) 3.0 0.981.28
gPm 4.0 11.1133 1.47
5.0 1.26 1.65
B.Determine head requirements: aUse 1.0 foot of head for residential systems.
1. Elevation difference between pump and point of discharge. bUse 2.0 feet of head for other establishments
1-0 feet
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold
feet
3. Friction loss Pipe Length I
a. Enter friction loss table with gpm and pipe diameter. Point of Discharge
Read friction loss in feet per 100 feet from table. 1 atc,i)•
F.L.= '.("LI ft./100 ft of pipe Elevation Difference
b. Determine total pipe length from pump to discharge Pip 9 Li,)
point. Add 25 percent to pipe length for fitting
loss,or use a fitting loss chart. Equivalent pipe F-I8b
length-1.25 times pipe length= 1.5 inch 2.0 inch 3.0 inch
al .1--- x 1.25= . K I feet8en, Friction loss per ICOR of pipe
c. Calculate total friction loss by multiplying 10 0.69 0.20
friction loss in ft/100 ft by equivalent pipe length. 12 0.96 0.28
Total friction loss= D •t#L-I x ) +.100= '7 feet 14 1.28 0.38
4. Total head required is the sum of elevation difference, 16 1.63 0.48
18 2.03 0.60
special head requirements,and total friction loss. 20 2.47 0.73 0.11
25 3.73 1.11 0.16
a o + 5" + '7 30 5.23 1.55 0.23
35 7.90 2.06 0.30
(1) (2) (3c)
40 11.07 2.64 0.39
45 14.73 3.28 0.48
TOTAL HEAD T . feet 50 3.99 0.58
55 4.76 0.70
60 5.60 0.82
C. Pump selection
A. A pump must be selected to deliver at least i-10 gpm (Step A)
with at least .".- a feet of total head (Step B).
L-1.3
CE'RTII`L,CATION 4 O0627 Log_, of Soil Borings
Location or Project Roy Rassmussen, 2700 White Oak Circle, Orono
Borings made by S-P Testing, Inc . Steve Schirmers Date 7-26-93
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight , or Bucket X
Depth, Boring number 1 Depth, Boring number 2
in in
feet Surface elevation 963 . 9 feet Surface elevation 965. 4
0 - - —" 0 - 'ropsoi dark
loam Dark brown clay loam
0 - 10" 4" - 10"
1 - 1 -
Brown clay loam Brown clay loam
10" - 2 ' -MOTTLED 2 '
2 - 2 -
10" - 2 ' 4"-MOTTLED 2 ' 4' Rusty olive brown
clay loam
Rusty olive brown
3 clay loam 3 - 2 ' - 3 ' 4"
2 ' 4" - 3 ' 10" Rusty olive brown
4 - Rusty olive brown 4 - loam
loam
3 ' 10" - 5 ' 3 ' 4" - 5 '
5 - 5 -
6 - 6 -
7 - 7 -
8 - 8 -
End of boring at 5 ' feet. End of boring at 5 ' feet.
Standing water table: Standing water table :
present at feet of depth, present at feet of depth,
hours after boring . hours after boring .
Not present in hole K Not present in hole X .
Mottled soil : Mottled soil :
•Observed at 2 ' 4" feet of depth. Observed at 2 ' feet of depth.
Not present in hole • Not present in hole
Comments : Comments :
L-1.i
CLRTII• 1CATION 4 00627 Logs of Soil Borinc9. s
Location or Project Roy Rassmussen, 2700 White Oak Circle, Orono
Borings made by S-P Testing, Inc. Steve Schirmers Date 7-26-93
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight , or Bucket X
Depth, Boring number 3 Depth, Boring number
in in
963 . 2
feet Surface elevation feet Surface elevation
0 - - 0 - ------
Topsoil dark brown loam
0 - 10"
1 - 1 -
Brown clay loam
2 _ 10" - 2 ' -MOTTLED 2 ' 2 -
Rusty 2 , _ 2 ' 4" cojayeloamwn
3 3
Rusty olive brown
loam
4 - 4 -
5 - 2 ' 4" - 5 ' 5 -
6 - 6 -
7 - 7 -
8 - 8 -
End of boring at 5 ' feet. End of boring at feet.
Standing water table: Standing water table:
present at feet of depth, present at feet of depth,
hours after boring . hours after boring.
Not present in hole X Not present in hole
Mottled soil : Mottled soil :
Observed at 2 ' feet of depth. Observed at feet of depth.
Not present in hole Not present' in hole
Comments : Comments :
CERT. #00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc . 7-27-93 11: 29 �a.m.Th
Percolation test readings made by on starting at p.m.
(dare)
2700 White Oak Circle 1 7-26-93
Test hole location , Hole number , Date hole was prepared
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
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches
7-26-93 3 : 00pm 12
Date and hour of initial water filling , Depth of initial water filling inches above hole bottom
Automatic siphon
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours
6
,Maximum water depth above hole bottom during test inches
Time Percolation
ime interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
Water remaining in test hole
11 : 29 11: 59 6 2-5/8 11. 4 30 min
12: 04 12 : 34 II
"
12 : 35 1: 05 If II
"
11. 4
Percolation rate = minutes per inch.
CERT:#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc . on_ 7-27-93 starting at 11: 30
2700 White Oak Circle 2 7-26-93
Test hole location , Hole number , Date hole was prepared
Depth of hole bottom 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 - 4" Topsoil dark brown loam
4" - 10" Dark brown clay loam
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches
7-26-93 1: 00 12
Date and hour of initial water filling , Depth�t initial water filling inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
6
,Maximum water depth above hole bottom during test inches
Time Percolation
. ime interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
•
• Water remaining in test hole
11: 30 12 : 00 6 1-3/8 21. 8 30 min
12: 03 12 : 33 II II"
12 : 36 1: 06
21
Percolation rate = ' 8 minutes per inch.
CERT. #00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc7-27-93 11 : 31
Percolation test readings made by on starting at. 41110*
p.m.
2700 White Oak Circle 3 7-26-93
Test hole location , Hole number , Date hole was prepared
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
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
7-26-93 3 : 00pm 12
Date and hour of initial water filling ,Depth of initial water filling inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
6
,Maximum water depth above hole bottom during test inches
Time Percolation
ime interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
11: 17 prefill 6
11:31 12: 01 " 3 10 . 0 30 min
12 :02 12 : 32 " 2-3/4 10 . 9 " "
12 : 37 1:07 2-3/4 10 . 9 "
10. 6
Percolation rate = minutes per inch.
PERFORATED LOAMY SAND CAP ,
LAYER OF GEOTEXTILE -
I,._.�•_.7.::.• LATERALS FABRIC PERFORATED LATERAL
`�, . GRASS COVER— 6 INCHES
SANDY LOAM SOIL ,, • "'":::';:%r • TOPSOIL
.Y ' '^' =LEAN SAND FILL .�I`�' �A�
' % •
%� MAXIMUM SLOPE..0710/00.-
I•: 3 TO I
LAYER OF GEOTEXTILE t r %' CLEAN ROCK a'
:/'•:' 4t
FABRIC OR ¢{NE}{E--QF •/ TOPSOIL 3/4 TO 2 /Z INCHES
�/� PLOWED OR /e SLOP:
H Y �•' -.i'�.''i/.' DISKED SURFACE %y�>i
j l SUBSOIL
11/ OR 2` `'`' / , '� % CROSS SECTION A-A
PIPE FROM PUMP •`:'. /�',/,j�/• • / rel/
3 1 / • -' •• /' /I PIPE FROM
/y•-2/ PUMPING CHAMBER
CLEAN ROCK / .j y./•' ,I, •/,� DIVERSION FOR
%' ,..41" ' i/ I SURFACE WATER — I
6` TOPSOIL, / i .•
II' _ a LiJ e
` —//� ,( /'�� may ' - %-�-- — -•-� -
___
/ :-
-74;-. 1',,,,,. — PERFORATED
' - _ ��'n 1_: i/r9../•//7/
9' e / 114-RI• ' j.: LATERALS N
2.• . ,`
`DEE SIOpE • . •• • j"�' _
SAND FILL Spp,, i16 r ��' ',t '"' NI
t-
:; BED AREA i
W •
6gRR?eRRgE .!-1.',,.-s-:,,.......
:` - Q — i i m - 0
LAYER - - z z —
INCHES I�"# NC
'P IHES _.
LAYOUT OF PERFORATED PIPE LATERALS FOR . -
PRESSURE DISTRIBUTION IN MOUND -.
— L - - - -
DIKE - 10 FET�_OIX
PERFORATED PLASTIC PIPE I MAX.E
—TOTAL WIDTH -
PERFORATIONS SPACED 36. ORAriQN $PACING J I It : ` t
END ON CENTER. PERFORATION R`
SIZE MAY BE 3/14. 'hi. 'A P£
VIEW OR 1,4 ;��- j —
�-- PLAN VIEW
'� 2 MANIFOLD ���� END PERFORATION OF A PERFORATED LATERAL !
PIPE
�y ��
�-Groso cora
PERFORATIONS ON BOTTOM OF .,1...c PLASTIC PIPE •'• Topeou
la.. �'V'' s
_' - • Layer of Geoleelllo Fabric lor-four-
�'" Loamy Send Layer Loyr-lo
o(ALTERNATE LOCATION w trt�Ft7osq p rrMo �
..... OF PIPE FROM PUMPI I r
�\ rl� • H7iRa •w/---Perl OHorizontally
_____.---/- C L. into •p Near
Top
END CAP Qp, j L� \ /i Plus
—At leoel 12•to Edge
/ ATE g4
\y� ,o n Field Rock. =�{ of Rod' Layer
O -Perlaollun,Located at
,---- --r------
Fpto 2 PIPE FROM Chian Send Layer EO
Bosom of Lateral
` pER PUMPING CHAMBER
\ LFNGrN • 4-Originai Soil Properly Scarified
\,.✓/ • Before Placing Sand Layer
F-8
REDWOOD, CEDAR OR
WATER TIGHT R LOCKABLE ELECTRIC BOX--,,, TREATED POST (4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS- -+ -4' -ALL ELECTRIC
LE T IC CONNECTIONS MADE
2" PVC CONDUIT SCHEDULE 80
MANHOLE COVER CHAINED & LOCKED 6'SPACE LOOP OF POWER CORD FOR
l SETTLEMENT
SEALED MANHOLE RINGS- d L.FINAL GRADE `�,l
y 04 AT LEAST 12" ' '^
UNION BELOW GRADE
..a. _ WIRE FROM POWER SUPPLY
-• �, ~�j PIPE IS LAID ON A UNIFORM SLOPE FROM
— �!; MAP
OR'PROPER NDRAINBACK IL TREATMENT AREA
SEALED TANK COVER -IF PIPE AT TANK MUST BE LOWER THAN
UNIONTO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN INCH 14 WEEP HOLE MUST DE USED
WITH ANCHOR- — WEEP HOLE
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT—.
NOTES:
IRCUIT—
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
STAR_T_LEVELS7___ _�_ ` __ MUST NOT RUN OVER ANY TANKS BUT
, MUST BE LAID BESIDE OTIIER TANKS
3°� J '\ AND MUST BE PLACED IN CONDUIT
ALONG POST
SHUT-OFF LEVELS/ ____'_ . ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT c`,.-1 CONTACT.
iv
000
Figure F-R
COVERMETAL
•••••OPP"
1 it
I > 1 V
1 r
Yr u 1
CONCRETE + i �;
MANHOLE "v,__ _ _.�•'-'
RING
i. .
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-I4
IT •
VERTICAL SIDEWALL SEPTIC TANK
/-FINISHED GRADE•
y
' AT LEAST —1— AT LEAST
4" DIA. 6"TO 12 COVER 4" DIA.----„
MIN -AT LEAST I" •
' I AT LEAST I"
I
'• � :. -_
1--
,___ 1 t A DIMENSIONS FOR TANKS WITH VERTICAL_51DES A •
Y WIDTH W 24" MINIMUM ---'—'4
_ -__. - I
LENGTHI L_ 2 TO 3_ TIMES THE .WIDTH _
B DIAMETER 60" MINIMUM _
-_1 DEPTH D 30" MINIMUM; 78"MAXIMUM C
A 02 D
,
-AT LEAST 86" MINIMD MAXIMUM 6" -
3" C _.. .0 4 s
D —
— — - - -AT LEAST 4 FEET-- -- —
NOT F S:
I. SANI1 ANY TEES Al LEAST A INCITES IN OTAMF KR 4 5W11101E COVERS SI TALL IIF LOCATED WI LI 164 I2 INCHES.
2. II MX SI IN L UI ONE Oil WAIF MNO IOLCS.20-LEAST 111E 1.WI/IULE IS WILTON SIX 110E90F 111E SUflEACE
DIMENSION AM)LOCAL Ill WIH111/614E I CX ALL TANK THE OOVEI)Ml1S1 UE SEEMED 10PIEVENI ACCESS.
• WALLS 5 EXPATIATION INSTANCE BETWEEN END or INLET PIPE ANT)
3. AN INSPECTION NIT OF Al LEAST 4 INET ICSOIAA6:lEIl NEA1IEST PONT ON DAME SWIM N0 IESS ULAN 61CIIES
OR A ANNUM SI TALI RE LOCAL E D OV ER 00111 II E IIA ET CR NO MUNE 111N4 12 NCI E S.
AIIOCl1IL.EI OUNCES.THE CIJII EN ZINC Cr TI r INSPECTION 6 FOflhIO10ZON IALCYLR4OIlICN.TANKS DIMCNIK.)N A IS 0.150
PIPES SHALL UE 1111 SAM,AS HIC CCN1111 I WE or 114 ANDDIMENSION C IS 0150. A
DN RE OPENINGS ON SANIINIY TEES A 110110 INSlIC NON
III IALIST RI LOCAIEU BE I WEEN HIE MEI ANLLIKIII FT
ON ELES.
•
PENCIL
—. x-- . MARKS 01611111011111111111111
! ffl
6 • ,I T.
�_ Si11l11■• • • 20" rr, ;' E
>/ •• MANH• E I , • V V
• r-
'
INLET �` tF4-.4 SCUM v %.4 II • OUTLET
V ''. -' • . .. ... Lt' -. -.'N,2 11
•+ =_;OUTLET LEVEL . 111 . :. Y
_ SCUM CLEAR SPACE- - I-;, CLEAN OUT TANK WHEN:
- — — -- _ ..e• — 7 T 'k1 IS 3" OR LESS OR
-_ -- — 1} B "B'IS 12"OR LESS
rr.
r BLACK COLOR
i•12-1•••••••• .' • SLUDGE :..t ;r* DISTINGUISHES SLUDGE
f " ; ..:'' LAYER FROM LIQUID
l. .: • . . . . . . • AIN
•
..A,..--fir. Y W r'...:' .
v.
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK