HomeMy WebLinkAbout2004 Septic system v
S-P TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
FAX (763)-497-5011
IS SYSTEM IS DESIGNED FOR State License #394
BEDROOMS. ANY INCREASE 1N NUMBER
OF BEDROOMS INVAUDATES THIS DESIGN.
CITY OF ORONO
September 27, 2004 SEPTICSERMi PAN REVIEW
INSPECTOR." "
DATE lo-lc1-O`i PERMIT NO. _
APPROVED AS SUBMITTED
APPROVED WITH CORRECTIONS AS NOTED
John VanDyck NOT APPROVED-CORRECT&RESUBMIT
2550 Woodhaven Dr. These comments arc for your information. All work shall be dote
in full compliance with alt applicable septic and zoning code.
Orono, Henn. Co., MN Requirements including items not speciticully noted in thiarevaiw.
KEEP TRIS PLAN SET ON SITE AT ALI.TIMES
This site has an existing on-site sewage treatment system. The system is a
pressurized mound with a 10' x 50' rockbed. A 2 bedroom addition is proposed for the
home. An additional 10' x 32' rockbed will need to be added with 1' of sand below the
rockbed using soil boring #1 with mottled soil (redox features) at 24" below grade. Soil
borings completed found mottled soil at 20" & 24" below grade. Soil borings through
the mound found the original soil at elev. 95.4 east & 95.9 west. With the bottom of the
rock bed at elev.94.5 west & 93.7 east, this leaves 1.4' & 1.7' of sand below the
rockbed. The system meets the required 3' separation from the bottom of the rock bed
& the redox features. The existing toe of the mound was found at 13', 14', 19' & 24'
from the edge of the rock bed which meets code with a slope of less than 1%. A quart
jar test found 1/32" of sediment after 1 hour of settling time.
This on-site sewage treatment system is designed for a Type 1, 6 bedroom home, in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local
ordinances.
The soils at a depth of 12" have a percolation rate of 6.7 mpi.
The existing tanks are too small & less than 20' from the new addition. The existing
tanks will be abandoned, pumped & filled with soil & add 2 new 1250 gallon tanks. The
City requires an effluent filter be installed at the outlet of the 2nd tank.
The existing pumping chamber may be used if water tight. If not replace with a 1250
gallon tank. The existing pump may be used if it meets 62 gal/min with 31' of head
pressure. According to City records, the existing perforations are 1/4", 36" apart.
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All neighboring wells are located greater than 100' away from the proposed treatment
area.
Keep all heavy equipment off of the proposed treatment area before and after
construction. The treatment area should be marked off before construction. This
Design is not valid & the system will need to be relocated if failure to protect the areas
proposed for On-Site Sewage Treatment occurs.
With proper installation and maintenance, this system should have no problem in
treating septic effluent effectively.
Nothing other than human waste, toilet tissue, laundry, showers, water softener etc.
should be disposed of into the septic tanks. Recommend Iron filters be diverted out of
the system. Recommend to divert the water softner also if the iron filter is diverted.
Garbage disposals are not recommended, due to adding more solids & fine solids
passing through to the system. Excessive amounts of soaps, antibacterial soaps,
cleaning agents, shower cleaners used every shower & chlorine agents may kill the
bacteria needed to treat septic effluent. Additives are not recommended. Recommend
to pump & clean your tanks through the manhole by a certified pumper every 2 years.
Check with your pumper to set up a schedule. Recommend laundering be limited to 3
to 4 loads per day.
Steven B. Schirmers
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'IS-i Note: Ths system is b be constructed to meet
1, the WSnnesoto Politica Cookot A7ncy
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//� t®jam - Chapter 7080 & Local Ordinance
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Check all underground utilities
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�L I Designed By: I-
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' MOUND DESIGN WORK SHEET (For Flows up to 1200gpd)
A. Average Design FLOW A-1: Estimated Sewage Flows in Gallons per Day
t-re714- Prt7P1)4\, 0& VF- number of
Estimated (' 0 0 gpd (see figure A-1) bedrooms Class I Class II Class III Class IV
or measured - x 1.5 (safety factor) =- gpd 2 300 300 28 225 1 o 0%
4 600 375 256 values
B. SEPTIC TANK Capacity 5 750 450 294 in the
/ 6 900 525 332 Class I,
D. - ) -J 6allons (see ure C-I) 7 1050 600 370 II, or Ill
g $ 8 1200 675 408 columns.
C. SOILS (refer to site evaluation) C-1: Septic Tank Capacities(in;allons).
Liquid capacity
Number of Minimum Liquid Liquid capacity with with disposal&
1. Depth to restricting layer = 1• 46 + a.0 feet Bedrooms Capacity garbage disposal lift inside
2. Depth of percolation tests = )• 0 feet 2orless 750 1125 1500
3. Texture 6L-Pic 1.4A-.).-/‘ 3 or 4 1000 1500 20001 5 or 6 1500 2250 8000
Percolation rate L6, mpi 7,8 or 9 2000 3000 4040
4. Soil loading rate ,y .1' gpd/sqft(see figure D-33)
5. Percent land slope
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow (A) by 0.83 to obtain required rock;ayer area.
9 0 D gpd x 0.83 sqft/gpd = Iy') sqft-i-te"?a -- baa
2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR)
0.83 sqft/gpd x )-z gpd/sqft = 10 ft Mound LLR
3. Length of rock layer = area- width =
4 :."Z., sqft (D1) _ 10 ft (D2) = 4dZ ft , < 120 M PI < 12
o,C So 1 v.- )5'T1,.b Abp 32 (-3c9 sol'F-C. -
E. ROCK VOLUME > 120 MPI < 6
1. Multiply rock area (D1) by rock depth of 1 ft to get cubic feet of rock
3 aC sqft x 1 ft = 3zJ cuft
2. Divide cuft by 27 cuft/cuyd to get cubic yards
3 cuft _ 27 cuyd/cuft = 1-7-- cuyd
3. Multiply cubic yards by 1.4 to get weight of rock in tons
)-7...- cuyd x 1.4 ton/cuyd = 1 7 tons
D-33: Absorption Width Sizing Table
F. SEWAGE ABSORPTION WIDTH Percolation Rate Loading Rate
in Minutes per Soil Texture Gallons Absorption
Inch per day per Ratio
(MPI) square foot
Faster than 5 Coarse Sand 1.20 1.00
Medium Sand
Sand
Absorption width equals absorption ratio (See Figure D-33) Loamyoine Sand
6 to 15 Sandy Loam 0.79 1.50
times rock layer width (D2) 16 to 30 Loam 0.60 2.00
31 to 45 Silt Loam 0.50 2.40
Silt
0 Z 1l?- 46 to 60 Sandy Clay Loam 0.45 2.67
a••(� )( 1 ft = ft Silty Clay Loam
Clay Loam
61 to 120 Silty Clay 0.24 5.00
Sandy Clay
Clay
Slower than 120'
•System designed for these soils oust be other or performance
G. Mound Slope Width and Length <=1% land slope
(landslope less than or equal to 1%)
1. Absorption width (F) 2t,,er/ ft .lope ratio i_. 1
Z. Calculate mound size ,.,,,' , r 6 f..kNr-,..•:1.,:-7'.:,'7t'
6-Topw' il
r, _ 44,fin,;, , w ,r r ,
r,cle.n Sd(62 zI4 ,8i ; `iy
a. Determine depth of clean sand fill
at
Spera Io0(O2.)_le—ft
Reatrirtinc i_wver
upslope edge of rock layer=3 ft
Berm Width G2f or C2c) Rock Wf (D2) Herm WI (G2f or��c)
minus the distance to restricting layer (Cl) 13- h lith i (t 1
3 ft- 7- ft= 1.0 ft3
Absoon Width(F)
b. Mound height at the upslope edge of rock
layer= depth of clean sand for separation (G2a)
at upslope edge plus depth of rock layer (1 ft)plus depth of cover (1 ft)
/ .0 ft + 1ft+ 1ft= 3.0 ft
c. Berm width.= upslope mound height (G2b) times 4 (4 is recommended, but could be 3-12)
'3 x 4 = )? ft i.35, .. ) S /
d. The total landscape width is the sum of berm (G2c) width plus rock layer width (D2) plus berm width
(G2c): /.5" ft+ /0 ft+ /6 ft= 4 0 ft
e. Additional width necessary for absorption = absorption width (F) minus the landscape width (G2d)
g to. ft- 40 ft= - 1'3,1 ft, if number is negative(<0)skip to g
f. Final berm width = additional width (G2e)plus the berm width (G2c)
ft+ ft= ft
. Total mound width is the sum of berm width (G2f or G2c) plus rock layer width (D2) plus berm
width (G2f or G2c): 1 ft+ /0 ft + t ( ft= 4D ft
h. Total mound length is the sum of berm (G2f or G2c) plus rock layer length (D3) plus berm (G2f or
G2c): IS ft+ 3Z-- ft+ ft = 4.7 ft
i. Setbacks from the rockbed are calculated as follows: the absorption width (F) minus the rock bed width
(D2) divided by 2: ( --"" ft- ft) +2= eft
setback(G2i) ft
?:1.:.., .'..1�.,..: ::J::y�... *1!:`:, 5'M},y.:A`CSi:),,Sk!;��.,, !;ti:lSsw:r':I�:.;i.;',,Q,
..>.,`4 'i.1 4;:i;.K:`•,e>:: auf.iRi it 9�Y•:a,•..t#6fs:..ia,(nt'/;ii'z:i:='u
%:i't�l,'� Ul y(.tt't�iti4 �,t(jtari,gt�7�..BCfS71 Width •> in rt'� 4m 1 r t l
z„.a.. rP•l . ,0'hs (G2f 0 G2c) t i .rat *si`f.4!r tr i r
t (Y e f, , ;v l:il 1 ft ! ; w u t t
,tint{ !tk, .' i t'.>`i.. �t f *i f
incl Dimensions: imm �Y s r: .,n. .xf•:e..;},•3 x, �,
Dimensions: '� t%(��rS�-V r,t� 'l ;,t( 'u'o o A r oq ,...+�r.oae o.q 11;a`4 t !
N ,P '� i? �,«. k Bed ? �,Q' 'Berm Width 10 ,t.S0
0 :Berm widthY t § y: ..: '��p' iath ) / ft t' • ` t ;{G2f or G2c}x ..
IF
90 X �,� ;(G2f or 2c).t*> rr.,pi7 �t g `y+:!let, Absorption Width(F)
I a V 4 4'"S' �)), dl i r! i 1
t ,�1t7,iit T a"+�'t. r y 6 i tA(�f Jf 11�v!,1Y1!.
iI''"<tt'(..n!•y >?n)''" Bene Width ., ,,i tUt ..'1'f S��{y >tC:'
0
s *t (Gif.S hc) j.tAp h�+ '' 1 .i
F � trl,n r`�+S;trytr S• �,.,.„b;::tS!p•.✓ 1
r t( iCt$e ,:t r : 0..�ct4 f t *rs,.I
Vit= !J'S 7 A(R1 f p .{M I,r K6 r r,t r p!l J' tt >' ✓!�}+1,� 1�Wl: ihi4rt^.. 94�i'giv4 t Y S) i
:`a r i�,•,`t ,'S Y 3.�.,�tx y�a>Ji A:�� :G!U�hlu�f��taiy„t j�ri�••�t���+.t,!�,d'rU:����;n�Rc y [Y'4A r t�r !�;
....•`•!•:•,.<�.:,;. . ., i4 .. ...•}.,J 11,:... r f,"3._....: si;1S;'.it�(,th(t5bt+; :.,.:
Total Length(G2h) ft
/, 37J
1
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I hereby certify that I hay ompleted this work in accordance with applicable ordinances, rules and laws.
-- k0> (signature) 3q (license#) 9 - a,y'vy (date)
PRESSURE DISTRIBUTION SYSTEM Geotextile fabric p.pT
b ,.� e,,',- J i,•-1 re n.` rJ-Ot 'c `, t YI `yV A.
1. Select number of perforated laterals 3 Quarter mch,perforahons spaced 0 3 a'
,`�h CI;,,•' LC,r(lt)Ij.:ay .,p;1',,,,v,.'::'4, .�:I �.
r or 'do ''g° 9"tifa�k i;:1')',.',=-,:;::%:,
2. Select perforation spacing= 3 . 0 feet. '`�"�`?' ° `
� r.i� i�o�e,V 4df+9{)�t 15 o,� Vol:
Perf Sizing 7/32"-1/4"
3. Since perforations should not be placed closer than 1 ft. to Perf Spacing 1.5'-5'
the edge of the rock layer (see diagram), subtract 2 ft. from
the rock layer length. Perforation Discharges in gpm
c/a perforation diameter
kocx layer engtn-2 ft. = 4( O feet. head (inches)
(feet) 1/8* 3/16 7/32 1/4
4. Determine the number of spaces between perforations. 1.00 0.18 0.42 0.56 0.74
Divide the length above by perforation spacing and round 2.0b 0.26 0.59 0.80 1.04
down to nearest whole number.
5.0 0.41 0.94 1.26 1.65
Length perf. spacing = `d Oft. _ 3 ft. = a 9spaces °Use 1.0 foot for single-family homes.
/
(3) l2) bUse 2.0 feet for for plugging else.
• Potential
5. Number of perforations is equal to one plus the number of
perforation spaces . - -F
Maximum number of quarter inch perforations per
o't') spaces + 1 = 3.5e perforations/lateral lateral to guarnantee<10%discharge variation
Perforation
6. Multiply perforations per lateral by number of laterals to S(pfeeg 1% M 2
get total number of perforations. 2.5 14 18 28
3 _ '1y�i
p ,a
,;»A. 3.0 13 17 26
laterals x per ater i perforations.
3.3 12 16 25
Calculate the square footage per perforation (6-10 sqft/perf) 4.0 11 15 23
System area: )0 x eg a. = a 0 5.0 10 14 22
azeao •_ per or ons = 9' 7 sqft/perf
MANIFOLD LOCATED AT END OF PRESSURE DISTRIBUTION SYSTEM
7. Determine required flow rate by multiplying
number of perforations by flow per perforation
fze I\ PIR Lo
�'yths �-
�3 eif= l/Z gpm
pf E,,;j..
x gp P
`""'N d
E,, tt.t .PR
8. If laterals are connected to header pipe as shown on upper \`
example, to select minimum required lateral diameter;enter
table with perforation spacing and number of perforations LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND
per lateral. Select minimum diameter for RRPMATED PLASTIC PIR
perforated lateral = inches. eACINd
r°71.1/47414. �,iMA'
ISA NA �nI..A
E
Lo
9. If perforated lateral system is attached to manifold pipe near --arm-" ;
the center, lower diagram,perforated lateral length and ,,.' -
number of perforations per lateral will be approximately one EI.o DP b. ow"
half of that in step 8. Using these values,select minimum �RFBR°ED \4= ,C.PIPE PP..Of
diameter for perforated lateral= 1/) Z inches. \``"GTN
PUMP SELECTION PROCEDURE
Perforation Discharges in gpm
A. Determine pump capacity: perforation diameter
gravity distribution head (inches)
Minimum required discharge is 10 gpm (feet) 1/8* 3/16 7/32 1/4
2.Maximum suggested discharge is 45 gpm 1.Oa 0.18 0.42 0.56 0.74
pressure distribution 2.Ob 0.26 0.59 0.80 1.04
see pressure design worksheeet 5.0 0.41 0.94 1.26 1.65
Selected pump capacity: Lo 2- gpm a Use 1.0 foot for single-family homes.
b Use 2.0 feet for anything else.
" Potential for plugging
B. Determine head requirements:
1.Elevation difference between pump and point of discharge.
10 feet
2. Special head requirement:
If pumping to a pressure distribution system,five feet for pressure
required at manifold.If gravity system,zero. 5 feet
soil treatment
3. Friction loss - system ;49191.¢4. of
a. Enter friction loss table with gpm and pipe diameter. iengtsipe
Read friction loss in feet per 100 feet from table. Inlet ' oNa,r,,..,.. e elevation
difference
F.L. = ,0 ft./100 ft of pipe pipe
b. Determine total pipe length from pump to discharger4, y' C6 2
point. Estimate by adding 25 percent to pipe length for fitting
loss. Equivalent pipe length times 1.25 =total pipe length
(o D x 1.25 = 7 J feet
c. Calculate total friction loss by multiplying friction loss Friction Loss in Plastic Pipe
in ft/100 ft by equivalent pipe length. Per 100 feet
Total friction loss= a ). 0 x '?st.- =100= I to feetnominal
pipe diameter
4.Total head required is the sum of elevation difference,special head flowrate1.5" 2" 3"
requirements,and total friction loss. 20 2.47 0.73 0.11
v + + Co/ (1) (2) (3c) .? 4 1 11 0:16.
Total head: 3 ) feet 30 5.23 1.55 0.23
35 6.96 2.06 0.30
iajnM 2.64 0.39
45 11.07 3.28 0.48
C. Pump selection 50 13.46 3.99 0.58
Y.'Z4.76' . 0.70
1. A pump must be selected to deliver at least (oZgpm 60 zO.0 5.60 0.82
(Step A)with at least 3) feet of total head (Step B). 65 6.48 0.95
70 7.44 1.09
S P TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
FAX • (763) 497-5011
State License #394
LOGS OF SOIL BORINGS
John VanDyck
2550 Woodhaven Dr.
Orono, Henn. Co., MN
Borings completed on 9-22-04, with a hand bucket auger.
BORING NUMBER 1- Elev.94.9 - MOTTLED SOIL AT 20" - no standing water present
in boring.
0 - 12" Topsoil dark brown loam 10YR 3/2
12" - 16" Dark gray brown loam 10YR 4/2
16" - 20" Pale brown clay loam 10YR 6/3
20" - 36" Rusty pale brown clay loam 10YR 6/3 - mottles 10YR 7/1,6/8
BORING NUMBER 2- Elev.95.1 - MOTTLED SOIL AT 24" - no standing water present
in the boring.
0 - 12" Topsoil dark brown loam 10YR 3/2
12" - 18" Dark brown loam 10YR 4/2
18" - 24" Brown clay loam 10YR 5/3
24" - 36" Rusty brown clay loam 10YR 5/3 - mottles 10YR 7/1,6/8
BORING NUMBER 3- Elev.96.7 - through the mound.
0 - 6" Fill soil loam
6" - 36" Fill soil washed sand
36" - 38" Original soil dark brown loam 10YR 3/2
Soil borings cont'd.
BORING NUMBER 4- Elev.97.5 - through the mound.
0 - 8" Fill soil loam
8" - 36" Fill soil washed sand
36" - 38" Original soil dark brown loam
BORING NUMBER 5- Elev.93.2 - MOTTLED SOIL AT 20" - no standing water present
in the boring.
0 - 14" Topsoil dark brown loam 2.5Y 3/2
14" - 20" Dark gray brown loam 2.5Y 4/2
20" - 24" Rusty dark gray brown loam 2.5Y 4/2 - mottles 10YR 6/8
24" - 32" Rusty olive brown clay loam 2.5Y 5/4 - mottles 10YR 7/1,6/8
32" - 36" Rusty gray brown clay loam 2.5Y 6/2 - mottles 10YR 7/1,6/8
BORING NUMBER 6- Elev.97.2 - through the mound.
0 - 8" Fill soil loam
8" - 36" Fill soil washed sand
36" - 38" Original soil dark brown loam 10YR 3/2
BORING NUMBER 7- Elev.96.6 - through the mound.
0 - 6" Fill soil loam
6" - 38" Fill soil washed sand
38" - 40" Original soil dark brown loam 10YR 3/2
2
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, Inc. on 9-23-04 starting at 8:00am.
Test hole location Van Dyck,2550 Woodhaven Dr., Orono.
Test hole number,. Date test hole was prepared 9-22-04.
Depth of hole bottom.inches. Diameter of hole 6 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 9-22-04, 9:00am. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon.
Maximum water depth above hole bottom during test is fi inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
7:50 prefill 6
8:00 8:30 6 4-1/2 6.7 30 min
8:33 9:03 6 4-1/2 6.7 30 min
9:04 9:34 6 4-1/2 6.7 30 min
Percolation rate= 6.7 minutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, Inc. on 9-23-04 starting at 8:01am.
Test hole location VanDyck, 2550 Woodhaven Dr., Orono.
Test hole number.. Date test hole was prepared 9-22-04.
Depth of hole bottom U inches. Diameter of hole 6.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 9-22-04, 9:00am. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon.
Maximum water depth above hole bottom during test is i inches.
Measurement, Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes per inch Remarks
7:50 prefill 6
8:01 8:31 6 4-1/2 6.7 30 min
8:32 9:02 6 4-1/2 6.7 30 min
9:05 9:25 6 4-1/2 6.7 30 m i n
Percolation rate = 6.7 minutes per inch.
PERFORATED LOAMY SAND CAP -
LAYER OF GEOTEXTILE
LATERALS FABRIC PERFORATED LATERAL -
�=~' _ GRASS COVER 6 INCHES _ -
SANOY LOAM SOIL • ^-,•,•i::,,,,-.;;;;•:F.•:-� ' � TOPSOIL
' i �' ,' / �• CLEAN SAND FILL �
�''' �/ '•' r
.:3-..,‘•
Y` MAXIMUM SLOPE
•
LAYER OF GEOTEXTILE L,. / • ,{�'' 44011111111:1411111111411-111111119
EAN ROCK a=
FABRIC OR 4 INCHES OF ° • '�•''�� / TOPSOIL �/. TO z1/2 INCHES
',,` ,. . PLOWED OR �f I.SLC
HAY COVERED BY / . j �' o15KEo SURFACE -
BUILOING PAPER 1.�r i, / �• X uesotL -
I I/F OR 2- .::4`"" �� l CROSS SECTION A-A
•
PIPE FROM PUMP-� -‘�.�? I-..
• �//t/ � ! J'�
I; '/ f PIPE FROM
f ;'' >� PUMPING CHAMBER
CLEAN ROCK '� ;,./. / 1 DIVERSION FOR _ •
�/ i j J• SURFACE WATER w r
r
J
o '
/ i27
/ `-i- -n
i' +�. ` .fir •
PERFORATED 1
�' �'9''/ k ( LATERALS 1 I
.,
! it• PE 1 . ‘,... :,•-:....-::,-!.4e.,$.' • -f,? r•
SAND qN :-- 3' .4,.:,;, :I ',.`•: I'• F
Flll .S�D 16•• .:�z .:..;:t�:• BED AREA I �J
BRokEsNAYER
•
Up 9q AT ''''s.1 :..-':"'...:_'`-... I N' 1 0
R 1ER LAYER r% - - � z i i _ CO
INCE I s V 7 I INCHES —
LAYOUT OF PERFORATED PIPE LATERALS FOR ° - _
I i I
PRESSURE DISTRIBUTION IN MOUND •
PERFORATED PLASTIC PIPE _
DIKE I j0FEETI -DIKE • -
cs—
• TOTAL WIDTH
•
PERFORATIONS SPACED 36. ��lON SPA
END ON CENTER. PERFORATION \M x PERFORA, I PLAN VIEW
•
VIEW ORP�MAY BE /�c:7/3i. . !6
�� 2 MANIFOLD /� ENO PERFORATION OFA PERFORATED LATERAL --
PIPE
/ Gross Cover
PERFORATIONS ON BOTTOM OF 'MIA L L A
ELASTIC PIPE ..------ Teaey .<0:.
=r'-_. / 1 ••• Looney soled Layer -:YncALory�a:ranof Goot�i 1«.Fieo°:tc.:va'
_ ,.....% -�(ALTERNATE LOCATION ' � :'..ITIS reeM paper)
OF PIPE FROM PUMP) 11 Per{or•lien lkJled HerlronfOtt
'�, I�1 irr.tITU41t1T U S y
�N�e C•p New Top
`-- END CAP 10% .� r ani Pius �`—Al Usual 12'to Edge
\''.
:r,o Field R« el Rock LoWr
�/ LATERAI
Perforations Located OI
-08A1 2.
2 PIPE FROM CIse^Sand 1,y., Bottom of Lowed
,,C PERI PUMPING CHAMBER
ga IN •
\ r F1161- Or•ytnel Sou Properly Scorttled
F-R
•
• '
REDWOOD; CEDAR OR
WATER TIGHT a LOCKABLE ELECTRIC BOX— . ,�TREATED POST (4 x 4 min) '
PLUGS OR ELECTRIC CONNECTIONS— l .., NLL EESIDELECTRIC CONNECTIONS MADE
BIOX
.2" PVC CONDUIT SCHEDULE BO 6"SPCE LOOP OF POWER CORD FOR
MANHOLE COYER CHAINED a:LOCKED SETTLEMENT
SEALED MANHOLE RINGS • .F NA GRADE
. ''v// \� „f,
, t
____ AT LEAST 12"
BELOW GRADE
UNION WIRE FROM POWER SUPPLY
• 1- PIPEMISgg LAID ON A UNIFORM SLOPE FROM
ji' i /��, FOR PROPER NORAINBACKIL TREATMENT AREA
SEALED TANK COVER I," �-IF PIPE AT TANK MUST BE LOWER THAN
' UNION. TO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN .iil A i/4 INCH WEEP HOLE MUST BE USED
WITH ANCHOR -. , I — WEEP HOLE
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT II
11 NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
I' MUST NOT RUN OVER ANY TANKS BUT
SIART_4E-VE1--9— - -r: -Ji'- MUST BE LAID BESIDE OTHER TANKS
3�� `N j - AND MUST BE PLACED IN CONDUIT
ALONG POST .
SH(a.:4.EFJ„E LQ— — - ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT (1-vzi CONTACT,
(0,00,;
Figure F-8
•
METAL
,101111.44fr
COVER
`... -.4:' C---:=D •-1; - ..-41.60111100.4:.....),
a,..,T•.r-.t•.4'••1
CONCRETE
MANHOLE ....1._, _
RING
kt
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C•14