HomeMy WebLinkAbout11-09-1996 - S-P Testing, Inc. re: septic 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
November 9, 1996
John Pruden t,L5'e
315 Woodhill Rd. Lot 1
Orono, Henn. Co., MN
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This site has an existing conforming mound system for a 5 bedroom home built in 1991.
The supply line to the east was not connected to the system. To meet the requirement
for a 6 bedroom home, 12' would need to be added to the existing rock bed to the west.
The future site will also need a pressurized mound system.
This on-site sewage treatment system is designed for a Type 1, 4 bedroom home & 2
bedroom guest home = 6 bedrooms, in accordance with the Minnesota Pollution Control
Agency Chapter 7080 and local ordinances.
The soils on this site are SCS soils mapped - KkC - Kilkenny loam. The seasonally
saturated soils were located at 22" to 34" (mottled soil). The bottom of the treatment
area must be located at least 3' above the saturated soils.
The soils at a depth of 12" have a percolation rate averaging 3.7 mpi.
A pumping chamber is installed to lift the effluent to the treatment area. The power
supply and switches must be located outside the manhole and pumping chamber in a
weather proof enclosure. A warning device must be installed with a light and sound
device, this is in case of a pump failure.
The manifold and supply line pipe must have back drainage to the pumping chamber.
The distribution pipes shall have their ends capped. Be sure the rock and sand fill
material are clean. The sod layer below the entire mounded area must be turned over,
just break up the sod, be sure not to over work.
1
.
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,
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. Sc irmers
2
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW Estimated Sewage Flow in Gallons per Day(gpd) 1,
Estimated 900 gpd Nuof mber Type I Type II Type III Type ry
or measured - x 1.5 = - gpd. Bedrooms
2 300 225 180 60%
3 450 300 218 •t
B. SEPTIC TANK LIQUID VOLUMES 4 600 375 256
5 750 450 294 is
1-)a S0 4� 1-/C)U 0 gallons 6 900 525 332 the
7 1050 600 370 �t,
8 12(0 675 408
C. SOILS (refer to site evaluation) Number
1. Depth to restricting layer = �a �0 3�'' inches 8 sak ,
2. Depth of percolation tests = 1 a inches
3. Percolation rate 3 .'7 mpi 23 alb ,7050°0 1 s o
5 or 6 1,500 2,250
4. Land slope S % 7 a 8 2.0003.000
ova 9 See fig.C-6 (x 1.5)
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer:A x 0.83 =
100 gpd x 0.83 sq. ft./gpd = r?14 sq. ft.
2. Select width of rock layer (10 feet or less) = ft.
3. Length of rock layer = area i width= Rock Bed
'? sq. ft.-t- io ft. = 'Lc- ft. ti•�NM•ti•ti••.Mti•tiNiti•r f~r~1tif
r•f•r•r.r•r•�•r•r•r r.r•r.r•r•r•r•r'Width <10 ft.
~• •1•ti•ti•ti.ti•ti•4•ti•ti•ti•'ti•ti••.•4•ti•
5555555555555555555Y;
E. ROCK VOLUME Length
1. Multiply rock area by rock depth to get cubic feet of rock; -
0 r-) sq.ft. x/.1.7(ft. _ 'NY cu. ft.
2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards;
Oedt-1 cu. ft. y 27= a� cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
aS cu. yd. x 1.4 ton/cu. yd. _ L}0 tons.
F. ADSORPTION WIDTH 1'0`A"0-1 absorption width Siring Lble
1. Percolation rate in top 12 inches of soil is 3.) mpi percolation Rate R.a.d
Minutes per inch Soil Texture F:;;;;1,.
(mpi) t.e .eea
2. Select allowable soil loading rate from table; Faster than 0.1 Coarse Sand 1.20 1.00
. gpd/ft2 0.1 to 5 Sand 1.20 1.00
0.1 to 5 Fine Sand"' 0.60 2.00
6 to 15 Sandy Loam 0.79 132
13. Calculate adsorption width ratio by dividing rock layer 31 to 30 to Silt Loam 0050 2.40
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 46 to 60 ClayLoam 0.45 2.67
0ai1.20 gpd/ft2i ,4Sgpd/ft2 = . Slower than y
0.24
- 5.00
"Soil having 50%or more of fine or very fine sand.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
2„v x 10 ft= ac,.7 ft
G. DOWNSLOPE IE WIDTH
1. If landslope is6 d more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
l..? ft- IL) ft = V) feet
2. Calculate Minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation ),0 feet
b. Multiply rock layer width by landslope r foot:Cover
to determine drop in elevation; ' root Ro len
Slope Difference seoeretuoh test
io x S % 100 = . feet upslope Width Stop* Difference et
c. Add depth of clean sand for separation (2a) 0 feet Rock 8e0 Width
at upslope edge, depth of rock layer (1 foot) to depth of /0 feet Downs,o a Width
cover (1 foot) to find the mound height at the upslope edge i feet
of rock layer;
/..0 ft+ lft + lft= 3.0 feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3 .3 .
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: 3-0 x '4-675 = /o 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 (2c) to find the downslope height;
3. 0 ft + . ft = 3.J feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of 5,o v .
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 2- S- x S-D = 1 4 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;
4 feet
,UpstoPS Width
j. Total mound width is the sum of _.ta_feet •,
upslope dike (G.2e) width plus rock ... .. !!! g0 �atWes,otth
. . .
layer width (D.2) plus Width
11Ds1oDe Width
downslope dike width(G.2i); 7, .Mgiigiingii!!!!!ibigitiliiIiii
sh
o ft + v ft + 1i -ft feet
3 �
I
ii)ownslp De Width thk. T Total mound I nb�" is thesum of _ask_feet
:::�::•iX:{:;�:i:::•i$ilii:•:in ::}{:C44Y:Y:•i:^ii:h:[?iiii'ii:::::i•'::.ii:.i:;•i`fiii:i:::%:;::i:::�::�?:::i:�:::::::i:::�':'..:':
upslope dike width
.2e Plus rock layerer :; :::.:.>::::::<:<:.>::<.::.>.»:..;>:>:•<.;.;:<,.;.;:;::ii;::..:::.i..i:>::...:
length D.3 plus upslope Pe dike width G.2e
j ft + ')S ft + lo ft = °.c" feet i ::i•.i:,.,:i::i.. :::..:.
Pte + ')S . 11 ) - -I/I -
ToteILenpth
Downslope tj pslope
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
I 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 3.70 434 5.36 6.14 6.90
3 330 434 5.88 7.32 8.86 2.75 3.57 4.35 5.08 5.79 6.45
4 341 J(.,776 625 7.89 9.72 2.68 417 484 5.46 6.06
5 3.53 _CS.00 667 __..._. 8.57 10.77 2.61 t 3.33 4..00 4.62 5.19 5.77
6 346 5.26 7.14 -9.38 12.07 254 3.23 3.85 4.41 4.93 5.41
7 330 556 7.69 10.34 13.73 248 3.12 3.70 423 4.70 5.13
8 3.95 5.88 833 1154 15.91 2.42 3.03 3.57 4.0.5 4.49 4.88
9 4.11 6.25 9.09 13.04 18.92 236 2.94 3.45 3.90 4.30 4.65
10 429 6.67 10.0 15.00 2333 231 2.86 3.33 3.75 4.12 4.44
11 448 7.14 11.11 17.65 30.4.3 2.26 2.78 3.23 3.61 3.95 426
12 4.69 7.69 12.50 21.43 43.75 2.21 270 3.12 3.49 3.80 4.08
4. F-17
?
FUMY SELECTION PROCEDURE
ENO PERFORATION OF A PERFORATED LATERAL
A. Determine pump capacity: mow-�».
Gravity Distribution
TpoW ,e„
1. Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of - c»�„w FeL K I, ,,,,
Water use rate. •loony S d Laver boy..4 of fy•....=."
,w���
•woo M.o.Y.o.o..l
2. Maximum suggested for delivery to a drop box of a home system is 2,700 -.rr-i... ►•*%.tom^a,, .-....o f
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. .%A.,.,„, ----Alol Loom Ca,.
�,.
Por/Mellon Leu1w II
Pressure Distibution Clean sand taper °i""r L."'
3.a. Select number of perforated laterals 3 _
b. Select perforation spacing= 3 feet. r; S"' """"�""°
PMd.y S..d L.,..
c. Subtract 2 ft.from the rock layer length.
Rock -2ft.= ')3 feet.
d. Determine the number of spaces between perforations.
Length perf.spacing= ft.+�_ft.= spaces Required Perforation Discharge
e. 14 spaces+ 1 = 1 S perforations/lateral in gallons per minute(gpm)
f. Multiply perforations per lateral by number f laterals to 9i3. , D•s rge 7Z�ap,,, i Ind,pert
,÷1.
get total number of perforations. x p,- rQ,,= ')S perforations. (feet)
g. xsgpav,..4 gpm. 1.Oa 0.56 0.74
SELEC:1 EU PUMP CAPACITY 4 a gpm 2.Ob 0.80 1.04
B.Determine head requirements: a. Use for single family homes
I. Elevation difference between pump and point of discharge. b. Use for all other applications
S feet
) 2. If pumping to a pressure distribution system,five feet for pressure
required at manifold if gravity system,zero.
..< feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. Pipe Length
Read friction loss in feetr 100 feet from table.
Pe Point of Discharge
F.L.= 3.0 ft./100 ft of pipe i4')o
b. Determine total pipe length from pump to discharge Elevation Difference
point. Add 25 percent to pipe length for fitting pump /vvs
loss,or use a fitting loss chart. Equivalent pipe
length-1.25 times pipe length= F-18b
aO x1.25 = a-,' feet
c. Calculate total friction loss b multi 1 n 1.5 inch 2.0 inch 3.0 inch
Y P Y' g Pm Friaioe loss per 1Do n of pipe
friction loss in ft/100 ft by equivalent pipe length.
10 0.69 0.20
Total friction loss= 3. 0 x S +100= ) feet 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
J + S� + / 25 3.73 1.11 0.16
(1) (2) (3c) 30 5.23 1.55 0.23
35 7.90 2.06 0.30
40 11.07 2.64 0.39
TOTAL HEAD 1/ 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
._.�' L+)__g.pm (Step A) with at least // feet of total head (Step B).
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. j I \ &Percolotion Tests Scale: 1-..=60'
\ 1 v Soil Borings
\ 1ut. - / ' ®Bend: Mork
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Note: This system is to be constructed to meet
101° �- / the Minnesota Pollution Con!rol Agency
+ Chapter 7080 & Local Ordinanc-
'� -hot,.1 / G s`tS- -1'h-11a VSrf>'
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`I Pa�'P'�\' "Ov''"'/�' / Check all underground utilities
c`_; .rip /
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S—P TEST/NG/NC
15 yo1– saz Designed By'•1 —�. 7r
- ,°°S o+ Cote 11/3/2_*, PH.62-497-3566
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SET- BACKS /,�
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HOUSE System must be:
Tank Q' from property lines X - SF�-<t n»--a }\SryA.__ w\o-ft-} .
1-11.-t-- :el- -w) '2.<. from wells
zo from b!dgs.
II "-i '
N,; Treatment ores - from lakes , _ streams
Treatment area _?_,FL from property lines NOTE: Power supply and switches must be located in a
M4NF{o�ES ..;�, tom" �S'from wells weather proof encbsure outside the pumping chamber and manhole
eRLCFir -2.0 from b!dgs.
' d 10 ' from trees SOIL BORING ELEVATIONS
t r=tL, t t l -il
min. •
TH.;7 EI .- looe.o
i "dw.supp_y2Pe rode S % TH.e EL.- oB .o
Tank Tonk : I 3o g Ti-C°1 EL.-/o°G-)
Drop to Tank I l PRESSURE DISTRIBUTION MOUND SYSTEM TH io EL. J00.7.3
fain. I"io 8' Pumping THII EL.-/0o,.'3
Max.l"to4' 4- Y--r�P T'RUy_.S S!'\'A`-k_-oOJ Chamber ELEVATION of PROPOSED PUMPING
4'l0 6"dia.pipe
CHAMBER- Int 1 L.-ws›.
SYSTEM DESIGN -MOUND
TYPE-_1-_-., ___ _. BEDROOM , Aveioge percolation rate 3.2 min./inch (design.83sq.ft treatment area per gal. of daily sewage flow)
010 o gal,/day x.83sq.ft/gal.')'V) sq.ft.of treatment area 410%------'sq.ft. (= 10ft.width=_.2�ft.length of bed area+side slope run oto I x 3 3 height= Zt ft.x ►_ .ft.lawn-area needed)
Clean rock needed- _sq.fI.treatment area x /•B, depth rock=')le L1 alit-27=_cu.yds.(3/4'to 21/x'dia. ,includes 2"of rock above pipe)
- Clean sand fill below rock needed D493 cu.yds. approx. , sandy loam bock fill 3 0 cv.yds.approx., topsoil 6" ')a cu.yd. Avg- SA t&' v t \4 - /. 3
w qst+ o c.orla� _ :--Co
ttz vCroy )-0,0o o,o -Co Toe sosL' v c- LAV.—so9� c/ D c�D)
Number of tanks required , 1st tank)')-. 0 got. , 2nd tank/O gal.minirn.ms pW s PLim Pt N i.. c-�A-E"Am pe Q--
Pumping chamber capacity- 25% of daily sewage flaw of"00 gal.=1-� gal.+reserve storage of 15 0 gz 1/BF P got.+pipe bock drariage—
PROPERTY OF: 1O\-),- J -\
of- gal./IOOlin.ft.of__g_• dia supply pipe, lin.ft.needed a 0 , )_gal. manifold1(‘gal./100?in.ft of -\"dia.pipe, In.ftneeded '-) , . got. 31 S woO'v 411...L ." "'C7. La-
4--
Itotal capacityneeded 11 33 gal.(plus areo for pump) u.--,s._ rn,n. lSBO ojal.caP, orY-o -1,o t*")14 N�i-i,. Gly.
! Distribution pipe 1 t 12"dio. , a,)J.' lin.f t., '13�‘dio. perforations J___4a"oport
Pump size 2._;._hp. (pumpoble capacity '),3•-gal. 4 cycles/day) _Lis .-c), )) ' H-Po P?- c:.s '. %Sd_IdgQ-x,, -- t-4 csoal 1-,.,1 n, I S—P TEST/NG / C.
Note: When constructing bed - trus area should be shaped Note: Distance from treatment oreo to neighboring welts— i r
1J 'Cl��as )�o 9 9 Designed By: % �. -
to divert run-oil from entering treatment ores. - PH. 612-497-3566
Dote:ll/L/�
J-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
John Pruden
315 Woodhill Rd. Lot 1
Orono, Henn. Co., MN
Borings completed on 10-17-96, with a 1-1/4" soil probe.
BORING NUMBER 7- Elev.1008.0 - MOTTLED SOIL AT 2'4" - No standing water
present in boring.
0 - 12" Topsoil dark brown loam 10YR 3/2
12" - 28" Brown clay loam 10YR 5/4
28" - 40" Rusty brown clay loam 10YR 5/6 - mottles 6/1,6/6
40" - 48" Rusty olive brown loam 10YR 6/3 - mottles 7/1,6/6
BORING NUMBER 8- Elev.1008.0 - MOTTLED SOIL AT 2'10" - No standing water
present in boring.
0 - 6" Topsoil dark brown loam 10YR 3/2
6" - 16" Dark gray brown loam 10YR 4/2
16" - 34" Brown clay loam 10YR 5/4
34" - 48" Rusty gray brown clay loam 10YR 6/3 - mottles 6/1,6/6
BORING NUMBER 9- Elev.1006.1 - MOTTLED SOIL AT 2'4" - No standing water
present in boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 28" Brown clay loam 10YR 5/4
28" - 42" Rusty brown clay loam 10YR 5/6 - mottles 6/6
42" - 48" Rusty olive brown clay loam 10YR 6/3 - mottles 6/1,6/6
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
John Pruden
315 Woodhill Rd. Lot 1
Orono, Henn. Co., MN
Borings completed on 11-4-96, with a 1-1/4" Soil Probe.
BORING NUMBER 10- EIev.1009.3 - MOTTLED SOIL AT 2'4" - No standing water
present in boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 14" Dark gray brown loam 10YR 4/2
14" - 28" Brown clay loam 10YR 5/4
28" - 48" Rusty brown clay loam 10YR 5/4 - mottles 6/1,6/6
BORING NUMBER 11- Elev.1009.3 - MOTTLED SOIL AT 1'10" - No standing water
present in boring.
0 - 10" Topsoil dark brown loam 10YR 3/2
10" - 14" Gray brown loam 10YR 4/2
14" - 22" Brown clay loam 10YR 5/4
22" - 48" Rusty brown clay loam 10YR 5/4 - mottles 6/1,6/6
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing.Inc. on 10-18-96 starting at 12:46pm.
Test hole location Pruden,315 Woodhill Rd.,Lot 1,Orono.
Test hole number Z Date test hole was prepared 10-17-96.
Depth of hole bottom fl inches. Diameter of hole 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 2 inches. Date and hour of initial
water filling 10-17-96, 12:30pm. 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
12:36 prefill 6
12:46 1:01 6 4-1/4 3.5 15 min
1:06 1:21 6 4-1/16 3.7 15 min
1:22 1:37 6 4 3.8 15 min
Percolation rate=3.7 minutes per inch.
CERTIFICATION NO.627
STAIL4 LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing.Inc. on 10-18-96 starting at 12:47pm.
Test hole location Pruden,315 Woodhill Rd.,Lot 1,Orono.
Test hole number$ Date test hole was prepared 10-17-96.
Depth of hole bottom 12.inches. Diameter of hole k inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 6" Topsoil dark brown loam
6" - 12" Dark gray brown loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 10-18-96, 12:30pm.. 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
12:36 prefill 6
12:47 1:02 6 3-3/8 4.4 15 min
1:05 1:20 6 3-1/4 4.6 15 min
1:23 1:38 6 3-1/4 4.6 15 min
Percolation rate=4.5 minutes per inch.
CERTIFICATION NO.627
STATE, LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing,Inc. on 10-18-96 starting at 12:48pm.
Test hole location Pruden,315 Woodhill Rd.,Lot 1.Orono.
Test hole number 2.. Date test hole was prepared 10-17-96.
Depth of hole bottom 1I 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 is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
water filling 10-17-96. 12:30pm. 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 6.inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
12:36 prefill 6
12:48 1:03 6 5-1/4 2.9 15 min
1:04 1:19 6 5 3 15 min
1:24 1:39 6 4-15/16 3 15 min
Percolation rate=3.0 minutes per inch.
PERFORATED LOAMY SAND CAP -
LAYER OF GEOTEXTILE •
,t.:7:--- - LATERALS FABRIC PERFORATED LITERAL
••''' ••r'—• •^„ •,... GRASS COVER 6 INCHES
SANDY LOAM SOIL -';. - '^'-1?:•,•i.tt'i,••• TOPSOIL
JJ'/� i•��' r•:n':•'r�• CLEAN SAND FILL
i• / till* MAXIMUM SLOPE
LAYER OF GEOTEXTILE �c�' //�r y!'' 3 To I CL EAN ROCK 4'
FABRIC OR 4 INCHES OF "' ':°' y.� !� • TOPSOIL 34 TO z1/2 INCHES
.+ , PLOWED OR ASLO
HAY COVERED BY ! ' / je DISKED SURFACE
BUILDING PAPER �V �/• / z/ uesolL
1 l/ " OR 2" ,,;•:• L... tfi ' •� i� CROSS SECTION A-A
PIPE FROM PUMP-:';'•.•? ' / /. /' .�
•;',../„.. PIPE FROM
3/.-21/ . i'J /� ; PUMPING CHAMBER
CLEAN DOCK ••'s' .j,1�i•, /i DIVERSION FOR
6' TOPSOIL .' •'••• • • , ,J• SURFACE WATER c 1 ,
..,.. .. . •
x :, y�>.:/
l-I-, - -
1.9'./.�/ PERFORATED
•........ _ �`ic:�i.t i MA)-• I LATERALS
. .... % s ............
..„. ,..., ..... „:„...„,. ....,..,„,..,.3
AND, CL ^ '1�,�t.rM�.tip•:. ••
4.
,-
Flit. Sp 8ROk �j. ,i^ir BED AREA V .
EN
P n-NA4.••;---,.
, ,:' ~ O •
I W 0
RIeRR
LAY — — — I Z Z - I ' -
R w I _ _ _
•
LAYOUT OF PERFORATED PIPE LATERALS FOR INC HE
0_...._01. INCHES —
PRESSURE DISTRIBUTION IN MOUND —. '
.
DIKE 1 10 FEET—DIKE •`
EcN\sD--_-
\,,,,,, ,, ,,,, •
• __
.•
1
PERFORATED PLASTIC PIPE _
•
•
•
MAX.
TOTAL WIDTH
_ -/.ACrN, ` 1
ONRCENTER.NRFORATIONr PERFORAfI0N SP I '
VIEW ORE'+►MY BE ils, Ti— j6.. �S PLAN VIEW
2.MANIFOLD END PERFORATION OF A PERFORATED LATERAL
PIPE
•
Gravy Corer
PERFORATIONS ON BOTTOM OF i•/,'• / t 1 A
PLASTIC PIPE � M' 2 S,•
- ss T p.
fico l� o', nyy
,.
s._a-} I Law of G.otoa111, Fobrlc roe four-
/�' ii•• Leary Seed Lori, •Inch toyer of boy oe.Mor corer.d
/ / — !Vi...ERNATE LOCATION ' •'run .• root'Doper)
PIPE FROM PUMP) ) Peeler lion Drilled Norlro'lelly
;;z: L ,
DCAP 0'' of Rock Loyu
// L ,• • —PMlordl lora Locol.d of
1E0 Balloon of Lelerel
pRA 2'PIPE FROM Cl.en sone Lor.r
2:\ '- .
F PERF PUMPING CHAMBER
\ ,tNGTH O Orlolnol Sou Pr000r lv Seim Ifled
F-8
e , , .
REDWOOD, CEDAR OR
WATER TIGHT a LOCKABLE ELECTRIC BOX-\ r�TREATED POST (4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS- BALL ELECTRIC CONNECTIONS MADE
2" PVC CONDUIT SCHEDULE 80 INSIDE BOX
MANHOLE COVER CHAINED a LOCKED 6"SPACE LOOP OF PEONWTER CORD FOR
SEALED MANHOLE RINGS .FINAL GRADE a
�_ *� AT LEAST 12"
UNION BELOW GRADE
_ + _ WIRE FROM POWER SUPPLY
PIPE IS LAID ON A UNIFORM SLOPE FROM
- , puMP STATION UP TO SOIL TREATMENT AREA
, u Fbi 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
SART V 9_ 1-7 '7c _. -. MUSTMUST NOBETLAI�D BESIDEN OVER AOTHENY TR CIRCKS
3 J f \. j AND MUST BE PLACED IN CONDUIT
ALONG POST
SHUT-O•EFJ E.YEL_Q_ •
• __ _ ,� ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT ' � CONTACT.
000
Figure F-8
-
METAL
COVER 44 )1
;4. ...k, CilljD .-Y:
...t.y...44tte—,111111111...: .4:
),/ % 1 (/
A 1
CONCRETE + - •
MANHOLE
RING
, Lt.
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
I " I -- .'y
" VERTICAL SIDEWALL SEPTIC TANK
FINISHED GRADE
„ �k _� I< AT LEAST
f AT 4"LEDIA T 6"TO 12' COVER 4" DIA.- ,.._`
Mlly' FAT LEAST I"
AT LEAST I"
• A1.
DIMENSIONS FOR._ WITH VERTICAL SIDES A
—.- 1 ti a
v WIDTH• W 24" MINIMUM — — r
LENGTH, L_ 2 TO 3 TIMES THE WIDTH
•
DIAMETER 60" MINIMUM _
. LB DEPTH, D 30" MINIMUM; 78" MAXIMUM C
—L —A _0.2 0 _
E" AT LEAST B 6" MINIMUM 0.2 D MAXIMUM
3•. C 0.4 0 I
-- --------- - --AT LEAST 4 FEET-- - -_---
•
NUIES:
MCI IES SAW NAY l ELS Al is AST 4 ES IN DUMF1Fn 4. IAA/6101E COVERS SI ALL RF.IOCAI ED Will 12 iNCNES.
2. 11 IEFIF-SI W l UC ONE On IA011E MNU KXES,20•(FAST IF THE MANI KxE IS WIII IN SIX NCI IES OF T I IC SUIV ACE
DIALLSC1DN NI)LOCATED WI I11N 6 FEET a ALL TANK 6 !•,E161'AKAIEIUN'UISIDE SECWED 70 IANCE BETWEEN END OE T LET MIT.AND
• WALLS.
3. AN fl4•ECTIONPIPE OFATLEAs F 4 NI:IIESDIAAaETE11 NEAI1ESTPOr11 ONBAFFLE SFIALIl!ENOLESS THANiINCLIES
0(1 A UM TOLE SI✓All SE LOCA1 ED OVER BOTH 111E 111 ET on NO 1.X)IAE TIM 12 NCI IES.
NX)CXJILC1 DCVICZS.IIAE CENIEI1 LNC CC II IE YISI'EC)ON 6. FOI111046WNI AL CYLINDRICAL TANKS DIMENSION A IS 0.150
•
PIPES STALL DE 111E SAAC AS 1116 CCNit'RI NE OF INE ANT)DIMENSION C 150350. 6
BAFFLE OI'CNNCS 011 SANIINIY ICES.A 11U1U)NSI'EC I ION .
F'I1C k1S1 RE LOCA1 Eu BE I WEEN 1116 MEI NIA(Alit El
ON FLES. --
PENCIL
rt., MARKS wirmAiiinian
• MANHOLEt.
. 4. Ire :__111:::.1..:• - ie
_ _ _.
INLET � =,--:,1',�S t K��`` � � 11
�OUTLET
�, ' . ••••••: -•;OUTLET LEVEL • ai I.� 1 •>` Y
— SCUM CLEAR SPACE --)..7...' ��;, 1: y CLEAN OUT TANK WHEN:
pi. — — — -- - aae ., ," " IS 3' OR LESS OR
- _ — I 11 o "B"IS 12"OR LESS
:, 1
1..::: ..:r� t;': :; BLACK COLOR
1.'.'••"'•.: '• SLUDGE '•• 0,:i DISTINGUISHES SLUDGE
y Sg.tP.iik..� • - .s .i.:',.. LAYER FROM LIQUID
tl i!'
Y -,/
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK