HomeMy WebLinkAbout1993 - Septic System k
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SEPTIC SYSTEM APPROVAL
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CITYofORONO
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A �4 1— Municipal Offices
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Crystal Bay,Minnesota 55323-0066
LOCATION: 2110 Webber Hills Rd.
Lester Beernink
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: S-P Testing REPORT DATE:
The City of Orono has Approved your on-site system design as of August 19, 1993
(approved-disapproved) (date)
with the following comments:
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 ORONO
BY "i1,G - !_, iii
Stephen -c an, On-site Systems Manager
TELEPHONE-473-7357• FAX-473-0510
S-P TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
ti 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
August 14 , 1992
Lester Beernink
2110 Weber Hills 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 SCS soils mapped - HbB - Hayden loam.
A seasonally high water table was located at 12" & 18" , (mottled
soil ) . Due to the seasonally high water table, a Pressurized
Mound System will need to be installed . The bottom of the rock
bed must be located at least 3 ' above the seasonally high water
table.
This site has an existing system with 2-1000 gallon tanks and
trenches with the bottom of the trenches being less than 3 ' from
the seasonally high water table (mottled soil ) . The system is
Non-conforming. The existing tanks may be used upon approval by
the local Inspector & must be water tight. The tanks may be
block type & may need to be abandoned, pumped & filled with soil .
The soils at a depth of 12" have a percolation rate averaging
11. 6 min/inch and are adequate for treating septic effluent.
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
Les Beernink
2110 Weber Hills Rd.
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 .
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. 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 .
Approval will be needed from the City Official for a 10 ' setback
from the property line.
Steven ITinchirmerso
SBS/ds
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-� �\ \\ "c= XSoit Borings
N -' $Benet: Mork
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'- j r -e` i - a - Note: This system is to be constructed to meet
S } :_> , _ the Minnesota Pollution Control Agency
ti - 0 \ Ln Chapter 7080 & Local. Ordinance
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(�}- ---'r I ice, Check all underground >�tilities
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io , - '-t•a 177.5-s,
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SET- BACKS 1 a i /0' 'k. t %• 4..\, -u
HOUSE • System must be: 5 fr
5 so)4-1-N-4
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Tank Z�1 from property lines >- S -<1a)--\ Ca,1-. S5- A\__ w\o-<N-‘
Sul_L. U4i=*-1V 25:2 from wells
'...0)41...-Y--01-'1-- Zp from bldgs.
1-:('"Pi,- ,�„ Treatment area ='from lakes , _: streams
Treatment area zu from property lines ��a:-_ NOTE: Power supply and switches must be located in a
MAI-1401-ES ruin en-" - r):1'1 from wells 40R- the weather proof enclosure outside the pumping chamber and manhole
• BAceFeLL 20 from bldgs.
t- -t ` /D 'from trees SOIL BORING ELEVATIONS
t ) r _I . .
7,2 min. t . i I 1
1. THAI EL.--/Do/ .
I Z dia.supP1Y pPe F
w
I _ _ rade y % TH. 2 L.-)0 I,IO
Tank i Tank - ��I g c 4'51 THA3 EL:.L2z.-sem
Drop to Tank I PRESSURE DISTRIBUTION MOUND SYSTEM w�'sc TH,"4 EL-
• Min. I to B I �-Pumping TH. 5 EL.-
Max.l"to4' 4- --�=P -C' 1-1`-S S!AA\_.Loc•J Chamber ELEVATION at PROPOSED PUMPING
4'to 6"dia.pipe CHAMBER-/o .• - - , PvnV a5.O
w �c", A'S.- a>`o -crk,N4 -/0a•'I
SYSTEM DESIGN -MOUND -To o. - '---- " /o t,y
TYPE-.S_-_, L BEDROOM , Average percolation rate ii.C, min./inch (design.83sq.ft treatment area per gal. of daily sewage flow) : I ---co q•P4izo'-w ,vas may <•s‘.443- 10 5?,D
Co C-0 gal./day x.83sq.ft./gal. 4i usq.ft.of treatment area +10% _SIy lsq.ft. (= 10ft.width::••••.C•.5--ft.length of bed area+side slope run.Lto I xa2 height= ' o fi.xliSL.ft.lawn.area needed)
IClean rock needed- .7y"_sq.ft.treatment area x /•2depth of rock= S�u! cu.ft=27= < 1 cu.yds,(3/4'to 2l/x'dia. ,includes 2'�of rock above pipe)
- � Clean sand fill below rock needed aov cu.yds. approx. , sandy loam back fill. cu.yds.approx., topsoil 6�� Co3 cu.yd. .koc--_� v\=tea • �_ .
Number of tanks required .) , 1st tank/Do0 got. ,2ndtonk/ooh � D -Co ^ov a�'° -�o -r'o�so��Fns `� �-L�����e s�oY '7_s_cum • r� cT,��
gal.mirnrrxms FL 'L\rz?�)Ji, ���a.,i�3c -
II QO al.=/, al.+reserve storageof 15 0(3A 1/BF �gal. pipeback dry e—
j Pumping chamber capacity- 25% of daily sewage flow of /� g g oC + snag PROPERTY OF:1..-- - R �)1�l�'
of 1 cl gal./1001in.ft.of a "dia. supply pipe, lin.ft.needed (00 , 11—gal.+manifold gal./1001in.ft of a"dia.pipe,h.ftneeded ') , Z- gal. a 11 0 vJ � :Vq•- N•1\--U, 12-"c>.
•
total capacity needed ')L gal.(plus area for pump) us'_ rn�Y,, /CD 0 cell,«.\0, n-w-)l t D 1-.,) 1-1-£4-1vA C 0 .
Distribution pipe ►1 L .dia. , ./..S/c7 lin.ft., I)y 4 d i a. perforations _"apart -
Pump size1_2 hp. (pumpable capacity l6,: gal. 4cycles/day) usc-v I (O e HC----).\-=, _t? - sc_ p\� VtR�>_, 4 U ��ll )-ol r, . __ I
i ,5'—P TEST/NG N.C.
Note : When constructing bed - , this area should be shaped Note: Distance from treatment area to neighboring wells— I Z r.
' . MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW Estimated Sewage Flows in Gallons per day
Estimated (.,,oo gpd (see pages D-7 or I-3,4, 5) Number (gam)
or measured gpd x 1.5 = - BedType 1 Type II Type 11f Type
V•
B. SEPTIC TANK LIQUID VOLUMES 2 450 225
3 450 300 21818 218 60R
4 600 375 256 a
lues
D., -) o 0 o gallons (see pages C-3 or C-5) 5 750 450 94 is
6 900 525 332 T1.
7 1050 600 370 m
8 1200 675 408 columns
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = k a' 1 inches
Septic Tank Capacities,in galkms
Number of Minimum Liquid Liquid capacity with
2. Depth of percolation tests = a " inches Bedrooms •Capacity garbage disposal
3. Percolation rate I I. Co mpi 2 or less 750 1125
3 or a 1000 1500
4. Land slope - % 4 a 6 15003250
7.8 or 9 ZpOp 3000
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 = l
(oo gpd x 0.83 sq. ft./gpd = L c1 sq. ft-+ )0°70= s��II
2. Select width of rock layer (10 feet or less) = / o ft.
3. Length of rock layer = Area= Width =
SLi 7 sq. ft. i I b ft. = SS ft. Rock Bed
•'• tititi•ti••, t•ti•ti
{fti:•ti.••J•t•f •f.•r.tif.tiftiftif.tif.;
• dth <10 ft
,f,r.f .P•e.0.".0,r,r,f,f,f,f...P, - .
E. ROCK VOLUME •f-j f r f'r=•'gth- - ---.-1---..-' ra
�- Length f
1. Multiply rock area by rock depth to get cubic feet of rock;
54-) sq. ft. x /.0s ft. = 5i Li cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
5'i y cu. ft. - 27= a I cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
a I cu. yd. x 1.4 ton/cu. yd. = a.c7 tons.
F. ADSORPTION WIDTH c.'-A`-i 0l4 W-►
1. Percolation rate in top 12 inches of soil is H. (, mpi Absorption Width Sizing table
Perco2. Select allowable soil loadingrate from table on page E-; in Minute Rate Gallons Ratio of
p g in Minutes per Soil Texture per day per Absorption width
Rock Layer
Inch(MPI) square foot to
4 5' gpd/ft2width
3. Calculate adsorption width ratio by dividing rock layer Faster than 0.1• Coarse Sand ..___
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; .l t Fine Sed" .60 1.00
o.l to 5•• 0.60 2.00
1.20 gpd/ft2j- .1.-),( gpd/ft2= a - L 0 . 6 3 Sandy Loam 0.79 21.00
I6 to 30 Loam 0.60 2.00
31 to 45 Silt Loam 0.50 2.40
Check this value on page E-16. 46 to 60 Clay Loam 0.45 2.67
60 to 120 Clay 0.24 5.00
4. Multiply adsorption width ratio by rock layer width to get Slois27.than Clay
required adsorption width;
a.Gr) x ) o ft = ai,.' ft
I
G. DOWNSLOPE DIKE WIDTH
1. If landslope is 2.9 percent or less,basal width includes both the
upslope and downslope dike widths,
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation , 9 feet - s- - a..5 4)w v 9 N-=>-t-,;>.
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference Coverx �} % = 100 - feet -0 lett Sepantlan
C Add depth of clean sand depth of clean sand for Upiape Width
1 left Scope nure
separation at upslope edge (2a) to depth of rock layer to itcck Bed Wldth
rock depth and the depth of cover to find the total mound feet
oa„n.lopeWdut
height at upslope edge of rock layer; L-1,0 «*1" -- ``" .....,__-
� .s ft+ 1 ft + 1 ft= 4.>' feet ,Ci-S-c '-was-C o. 3'. i s5
d. Enter table on page bottom with landslope and upslope A-ST 4a w- • --+--t >
dike ratio. Select dike multiplier of 3 o3 '•1 SS L 6 3N� ► 770,,,*,,,,,t-£
e. Multiply dike multiplier by upslope mound height H 5 ,-1, S,
to get upslope dike width: 4.0 x 3.0 = ) q feet 1 L
f. Add the depth of slope difference(2b) to the upslope
height to get the downslope height + = feet
g. Enter table on page E-18 with landslope and downslope
dike ratio. Select dike multiplier of .
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: x------ _- -feet
i. Mininmum mound width is the sum of upslope dike 1 tt-T.-)A-rf--le.-
width plus rock layer width plus downslope dike width;
,-____ft- . __ - ft +-------ft-=- feet Rock Bed Width %D''''•. UpsbpeDikeWidth
j. Subtract the Minimum width G.i from the Absorption
width F.4 to find the Additional Downslope required for # ='.Rock Bed Length ss
Absorption :}:
--4t--- ft - feed Upsbpe Dike Width/S -:Upsbpe Dike Width
k. Add the Additional Downslope required for Absorption
to the downslopedike width and recalulate the Total >bio 'iiii 'wiad,"''
G ,+-�-1--.e. Mound Width which is is the sum of upslope dike
•
t )u.+la, _ width plus rock layer width plus downslope dike width "``''`'`'"''` `' ;a"'`' ''`''``'''''
3 41 )S 'ft+ o ft + i..s-- ft = 0 feet ,_ 1--Total Length_ ---�
1. Total mound length is the sum of upslope dike width 1
plus rock layer length plus upslope dike width;
) ft + 5. - ft + )S ft = c(6-- feet
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 5.66 654 7.41
2 3.19 4.35 556 6.82 8.14 2.83 3.70 454 5.36 6.14 6.90
3 I 454 5.88 7.32 8.86 2.75 337 4.35 5.08 5.79 6.45
4 3.41 41137: 6.25 7.89 9.72 2.68 3.4.5 4.17 4.84 5.46 6.06
{ 5 _-t .i's 6.67 8.57 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 3.73 3.85 4.41 4.93 5.41
7 3.80 556 7.69 10.34 1373 2.48 3.12 3.70 4.23 4.70 5.13
8 3.95 5.88 8.33 1154 15.91 2.42 3.03 337 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 4.30 4.65
10 419 6.67 10.0 15.00 23.33 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 12.50 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
CGravity Distribution END PERFORATION OF A PERFORATED LATERAL
1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of Gras.Cover
water use rate. ''"
2. Maximum suggested for delivery to a drop box of a home system is 2,700 . ... ..
�yLayK of Cool*tile Fabric(or tor-
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. ..; Loamy sand Layer . loch layer of Iwy or draw corsred
4,''. :.. , with red rosin paper)
ir..r(.7nggirn [l�.. P tortl n Date Horizontally
Pressure Distribution of Top Near
soma
3. a. Select number of perforated laterals 'i. phi. Al Leat Ir to Edge
ro Field Roc .. 'r of Rock Layer
b. Select perforation spacing= 3ft. - Perforations Located al
c. Subtract 2 ft.from the rock layer length. ; clean Sand Layer Bottom of Lateral
ltack�yserlengt�-2 ft.= G S ft.
alWttal sell Property scarified
Before Plodnq Sand Layer
d. Determine the number of spaces between perforations.
Length perf.spacing= -ft.+ -ft.= 17 spaces TABLE OF PERFORATION DISCHARGES IN GPM
e. I P) spaces+ 1 = I perforations/lateral
' f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(inches)
get total number of perforations.
Gal x7 erel= .5y perforations. ��" t�'
1.0a 0.56 0.74
1.5 0.69 0.90
g. x __ l pm. 2.0b 0.80 1.04
2.5 0.89 1.17
SELECTED PUMP CAPACITY D3.0 0.97 1.27
� gPm 4.0 ].]3 1.47.
5.0 1.26 1.65
B.Determine head requirements:
1. Elevation difference between pum andpoint of discharge. aUse 2.0.0 foot ofoheadadforfar otherestabl systems.
r �j p g bUse feet head establishments
feet
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold
S� feet
3. Friction loss Pipe Length t
a. Enter friction loss table with gpm and pipe diameter. Point of Discharge
Read friction loss in feet per 100 feet from table. 10ii
F.L.= '•lo'! ft./100 ft of pipe Elevation Difference
b. Determine total pipe length from pump to discharge Pump ciJ
point. Add 25 percent to pipe length for fitting
loss,or use a fitting loss chart. Equivalent pipe F-18b
length-1.25 times pipe length= 1.5 inch 2.0 inch 3.0 inch
(4,(..) x 1.25= ') feet gpm Friction lou per 100 ft 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= rl x o>.. '-j +.100= ' . feet 14 1.28 0.38
4. Total head required is the sum of elevation difference, 16 1.63 0.48
�l 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
+ ,S.' + 30 5.23 1.55 0.23
35 7.90 2.06 0.30
(1) (2) (3c) 40 11.07 2.64) 0.39
3 14.73 3.2$ 0.48
TOTAL HEAD / to feet 50 3.99 0.58
55 4.76 0.70
60 5.60 0.82
7 C. Pump selection
1. A pump must be selected to deliver at least 14 0 gpm (Step A)
with at least /6 feet of total head (Step B).
L,--1 J
. CERTIFICATION ,i 00627 Logs of Soil Borings
Location or Project Les Beernink, 2110 Weber Hills Rd. , Orono
Borings made by S-P Testing, Inc . Steve Schirmers Date 8-12-93
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight g or Bucket X
Depth, Boring number 1 Depth, Boring number 2
in in
feet Surface elevation 100 . 8 feet Surface elevation 101. 6
0 Topsoil dark brown loam 0 - Topsoil dark brown loam- -
..
0 - 6"
0 - g
Brown clay loam
1 - Brown clay loam 1 - 6" - 1 ' -MOTTLED 1 '
8" - 1-1/2 ' -MOTTLED 1-_/2 ' Rusty olive brown
2 - Rusty olive brown 2 - clay loam
clay loam strong 1 ' - 2 ' 4"
1-1/2 ' - 2 ' 10" Rusty 2 ' 4" - 2 ' 10"soilY7 bTn
oIgm
3 - Rusty olive brown loam 3 -
2 ' 10" - 3-1/2 '
- Rusty olive brown Rusty olive brown
4loam to sandy loam 4 - loam w/traces of
sandy loam
5 _ 3-1/.2 ' - 5 ' 2 ' 10" - 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 x Not present in hole X .
Mottled soil : Mottled soil :
Observed at 1-1/2feet of depth. Observed at 1 ' feet of depth.
Not present in hole . Not present in hole
Comments : Comments :
—&,RTI:FICATION ,' 00627 Togs of Soil Borings
Location or Project Les Beernink, 2110 Weber Hills Rd. , Orono
Borings made by S-P Testing, Inc. Steve Schirmers Date 8-12-93
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight g or Bucket X
Depth, Boring number 3 Depth, Boring number
in in
feet Surface elevation 100.5 feet Surface elevation
0 Topsoil dark brown loam 0 - -
0 - 8"
Browoamay8" - 1 ' -MOTTLED 1'
1 - 1 -
Rusty olive brown
clay loam strong
2 - 2 -
1 ' - 2-1/2 '
Rusty olive gray clay loam
3 - 2-1/2 ' - 3 ' 4" 3 -
Rusty olive gray
4 - loam 4 -
3 ' 4�t - 5 '
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 1 ' feet of depth. Observed at feet of depth.
Not present in hole Not present in hole
Comments: Comments :
' • PERCOLATION TEST DATA SHEET
Percolation test readings h% S—P Testing, Inc . _ on 8-13-93 starting at 12 : 21 Q.p.m.'
2110 Weber Hills Rd. 1 -8-12-93
l est hole location . Hole number Date hole w as prepared
Depth ( n,de hottorn 12 inches. Diameter of heli—_ 6 Inches
Soil data from test hole:
Depth. inches Soil texture
0 - 8" Topsoil dark brown loam
8" - 12" Brown clay loam
Method of scratching side w all Knife
2
Depth of gravel in bottom hole inches
8-12-93 10 . 00am 12
Date and hour of initial w:: filling . Depth of initial water filling inches above hole bottom
Method used to maintain at :east 12 inches of water depth in hole for at least 4 hours Automatic siphon
Maximum water depth above hole bottom during test 6 inches
Time Percolation
'i
, me ince-val. Measurement. Drop in water rate. Remarks
minates inches level. inches minutes per
inch i
• 12 : 09 prefill 6
12 : 21 12 : 51 n2-3/8 12 . 6 i 30 min
12 : 52 1: 22 2-1/4 13 . 3 "
1 : 27 1 : 57 2-3/16 13 . 7 i "
I
13 . 2
Percolation rate = minutes per inch.
e J•
CERT. 500627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 8-13-93 12 : 20 p.m.
Percolation test readings made byon starting at p.m.
,Jorrr
2110 Weber Hills Rd. 2 8-13
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 - 6" Topsoil dark brown loam
6" - 12" Brown clay loam
Method of scratching sidewall Kni f e
Depth of gravel in bottom of hole 2 inches
8-12-93 10 : 00am 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
,Maximum water depth above hole bottom during test 6 inches
Time Percolation
..me interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
12 : 09 prefill i 6
12: 20 12:50 I " 2-5/8 11. 4 30 min
12 : 53 1: 23 " " II II "
1: 26 1: 56 " " ,,
it iiPercolation rate = 11 . 4 minutes per inch.
• t• 1
CERT. #00627
- PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 8-13-93 12 : 19 a.m.
Percolation test readings made by on— starting at
(dare)
Test hole location 2110 Weber Hills Rd. , Hole number 3 , Date hole was prepared 8-12-93
Depth of hole bottom 12 inches.Diameter of hole 6 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 Knife
2
Depth of gravel in bottom of hole inches
8-12-93 10: 00gm 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
• ,Maximum water depth above hole bottom during test 6 inches
Time Percolation
ime interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
• 12 :09 prefill 6
12 :19 12: 49 1, 3 10. 0 30 min
12 :54 1: 24 I u3 10. 0 i, "
1 : 25 1: 55 2-7/8 10.4 II
"
10
Percolation rate = •. 1 minutes per inch.
PERFORATED LOAMY SAND CAP
LAYER OF GEOTEXTILE
,��,���1 _— LATERALS FABRIC PERFORATED LATERAL
~ ' -.._ GRASS COVER 6 INCHES
SANDY LOAM SOIL • ' — •%•4••••;.........73;:f.•:;•:•. way TOPSOIL
• /i" #.' �` • ;° :LEAN SAND FILL �A
,'r ••`t, MAXIMUM SLOPE ►
� • �' :':' 3 TO I
LAYER OF GEOTEXTILE L, , / ' CLEAN ROCK 4-
FABRIC OR 4 INCHES OF y./ J= • TOPSOIL • PLOWEDOR 3/4 To 2 �y INCHES
!' > /.SLOP:
DISKED SURFACE
Y �%.e/ / X/," !r SueS01L
I I/ OR 2" ..e.P`. /I • ' / %� CROSS SECTION A—A
PIPE FROM PUMP •'! �' r�`` r /
' /, J' / PIPE FROM
34•—216 • �.• .� ; � / PUMPING CHAMBER
CLEAN MOCK •.•.�i i,/•��• ,, • } /� / DIVERSION FOR \ .
, / ,, SURFACE WATER ta ; , 1 ,
6" TOPSOIL / /?//
_ 5 ' ' /i
--a...... 4..!...jI rte. /'."i, r// '
•
• • _
-[r •(. l 3 4. — PERFORATED
t ` _ `—:.• ,._ /r9''/ // Max• ( LATERALS
S OPS r_ :
F-8
•
REDWOOD, CEDAR OR
WATER TIGHT a LOCKABLE ELECTRIC BOX—,,, TREATED POST (4 x 4 min) '
PLUGS OR ELECTRIC CONNECTIONS– ._.„..---ALL BOX IC CONNECTIONS MADE
2" PVC CONDUIT SCHEDULE 80 6�SPACE LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED a LOCKED -AC rSETTLEMENT •
SEALED MANHOLE RINGS-- /1IFINAL GRAD ,1 Ef .
\''A__-. �� AT LEAST 12" 'S
UNION BELOW GRADE
r- -.�� i•_ WIRE FROM POWER SUPPLY
-- • _ —44 PIPEUMSTAT OAID N UP TO N A (SOIL TREATSLOPMENT AREA
FROM
/}: . FOR PROPER DRAINBACK
, i 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 I — WEEP HOLE
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT—
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
_ STA RT_LEVl S7_ _ .r __ MUST NOT RUN OVER ANY TANKS BUT
MUSTA
3' `\ ;{ ANDTER MUST BE BE
IN BE LAID SIDEi CONDUIT KS
ALONG POST
SHUT-OFF LEVEL_V— _� _ _ ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT- CONTACT.
a.v[000
Figure F-8
METAL
COVE
Vv_ --i: C::=D :K.
i'•i�
1w V
r 1 I fi
4 1 I
CONCRETE ' . 44:
MANHOLE
RING
61.
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
1
VERTICAL SIDEWALL SEPTIC TANK
/--FINISHED GRADE
` 11. �`
b'- AT LEAST6-TIL
AT LEAST
I.. 4" DIA. I -COVER 4' DIA. --
MIN {I AT LEAST I" - AT LEAST I" — `
s__F-- --
ADIMENSIONS FOR TANKS WITH VERTICAL_SIDES A •
'Y WIDTH, W _2 ___MINIMUM __ t
LENGTH, L_ 2 TO 3 TIMES THE WIDTH
8 DIAMETER 6O• MINIMUM ___
-� DE1'THLD 30• MINIMUM; 78_MAXIMUM _ ._- C
A 02 D t
AT LEAST __. ..
8 6" MINIMUM; 0.2 D MAXIMUM 6"
3'. c 0 4 0
— — - -AT LEAST 4 FEET •-I
NOT FS .4
1 SNIIT tow 1115 Al LFAST 4 IN(:I IES INOIAI.Y IFn 4 AWAI()AE COVER Si U41.1 TE I.00AIED Will iv I71NC141S.
7 111CrIF.Si IN UL OTIF On PAN*UNY IOUS.70•I F AST K IIE bNNIK)IE IS WIII MN RI X 11-4(73 E 5 OF 111C SU(YACE
11IAYIISIONANO L(ICAIF I)WINIrl 6 f LE I Or ALL TANA II IC C(NEII1A15I LIE SEC(1[D 1OPIEVCTII ACCCS.q.
. WALLA 6 Sr PATNIUNIASI ANC(DF IINEENENO CX INLET f F`F AND
3. ANI/SI•ECIOC*Parr OF Al LEASI 4w11 IC 9 TNAMEIEII Ur WIEST PO4I1 OH DATFLC DULL UE P401(54 MAN II INCH'S
Oft A AAM KXE STINT RE LOCA1(OOVEII COI/1 N E IM ET Ol1 140640141 II LAN 12►1CIES.
NIOOUILX IUCVICLS 1 HE WOW INC OF l lr rl:V'LGT loll 6 l'On 11016ZON I Al CYtilinniCAI 1ANKSDIAKNl'.K)1/A IS 0.1'A
PIPES SI ALL UE lilt SAM AS Till CCNU n I INF OF IHE AND O11'{NSICINC IS 03S() A
ON FEE OPENINGS d 1 SANT I N I Y ILLS A 11010)W SI'L C I KITI
PVC/.f115T NF LOCAILU 1(1,Pen-(N Till PAL I AN1(4111 IT
DN F Lf S.
7 •
PENCIL
Y.1MARKS • e' n.„, 1
ii-• - 4;
samm■ . • . 20 ti N^
>i MANN E
• y y
N rr
INLET11111111
SCUM "....1,
_ ! .�i • OUTLET
;OUTLET LEVEL . 1 , .t Y
—..— SCUM CLEAR SPACE- • J..I, _, y CLEAN OUT TANK WHEN
1 -- 1�.'. --- j 1 % IS 3' OR LESS OR
• - — -- — — �� e 'e'IS 12.OR LESS
_
' ••� BLACK COLOR
, - ' • SLUDGE • .' r i't� DISTINGUISHES SLUDGE
•
ti4c;:�''.'r:°a('•1. LAYER FROM LIQUID
i l' Iii,itt 1ri121,I1.K..... .. ._ , .. • --L..t1.i.t,:ala' ''i•1 51F'
P.5f::•
Y
yr
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK