HomeMy WebLinkAbout1992 - Septic System CITY OF ORONO Permit I
.�', \! w E IC SYSTEM APPROVAL Fee $
+r .a 1, Entered By
yw�
;u,.. , 4 ral Contractor will be given a copy of this report and is
lit ssponsible for its distribution to all sub-contractors. SEPTIC SYSTEM
DESIGN IS NOT CONSIDERED AS APPROVED UNLESS THIS SHEET IS ATTACHED.
LOCATION: _ c:r '3) / il? Y4i7f•.•4",
GENERAL CONTRACTOR: _PHONE:___
SEPTIC CONTRACTOR: PHONE:
OWNER: ►,il 9i moi. it
PHONE:
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APPROVED
0 CONDITIONALLY APPROVED: (Note Changes Below)
COMMENTS:
•
/15e,// 14..,�
Pdif) if /,,/- LA/ S 'F 9 -
,,Pf4 losol;.-T a24,rf,,,,,,,_
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.
NOTICE TO GENERAL CONTRACTORS: Primary and alternate drainfield sites MUST be protected
prior to and after system installation to avoid compaction of the natural 0 1.
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. This
applies to the lot you are working on and all adjacent lots. You could be held liable for
damaging sites on neighboring lots.
VEHICULAR TRAFFIC CAN CAUSE SOIL COMPACTION, RENDERING DRAINFIELD SITES UNUSABLE.
Evidence of traffic on drainfield sites may be cause for revocation of building permits.
Damaged alternate sites must be replaced before a Certificate of Occupancy will be issued.
7-is-P- 4i,- ----444rJe'----
Date Approved • By ( ity of Oro o)
•
•
• S-P TESTING, INC.
951 KATYDID LANE
ST. MICHAEL, MN 55376
497-3566
STEVE SHIRMERS
August 31, 1987
Dave Guimand
2900 Watertown Rd.
Orono, Henn. Co. , MN.
This system is designed for a Type 1, Five bedroom home and in accordance
with the Minnesota Pollution Control Agency standards )C' 'gO and local
ordinances .
The soils on this site are typical of SCS soils mapped - LrB - Lester loam.
A seasonally high water table was located at 22" & 24" , (mottling) . 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.
The soils at a depth of 18" have a percolation rate averaging 7. 5 min/inch
and are adequate for treating septic effluent.
The existing tank is old and must be abandonded, pump & fill with soil .
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.
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 more than 100 ' away from the proposed
treatment area.•and 50 ' away from the new tanks and 100 ' away from the
treatment area on this site.
Keep all heavy equipment off of the proposed treatment area before and
after construction as much as possible. The treatment area should be
marked off before construction.
•
With proper installation and maintenance, this system should have no
problem in treating septic effluent effectively.
It is recommended that the septic tanks be pumped every 2 years .
Soil and Percolation Tests ..,--± e.)•
Septic System Design Steven B. Schirmers
SBS/ds
.7 k- .' IIS\--A, r7 - / -"1 3.
: MOUND DESIGN WORKSHEET •
•
(For Flows up to 1200 gpd)
--1 A. FLOW Estimated Sewage Flows in Galltais per day
Estimated 1 v gpd (see pages D-7 or I-3 4, 5) csf�l)
i r Number t 1 I
or measuredgpd x 1.5 = nr Type I Type II TypeIll Type
Iledrnoma 1V
2 30) 225180 '
B. SEPTIC TANK LIQUID VOLUMES 3 450 ,00 218
4 600 375 256 de
I - Ia.�cO 1,I-1ocr)gallons (see pages C-3 or C-5) 5 75510 525 2'14 IP
7 1050 6(10 1 370 ,,,
8 1200 675 i 408 cda
wn.
C. SOILS (refer to site evaluation)
,/ Sopttr'(.nk cap....,In a.11rm•
z
1. Depth to restricting layer = ) -to a inches
umhrr n. himrmum Liquid�(squid a p..•uy with
2. Depth of percolation tests = t e•� '' inches Ita•Armm• •
I C•�acuy I a�rh:rludl.Iywi
2 nr Ira 750 1 1 rs
3. • Percolation rate mpi ,�,, ,lx„ IMO
4. Land slope 31"' 'S`"' 2250
3000
% 7•a. 9 baa, 7oxa,
over 9 ••••••
•
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain require;; area of rock
layer: Daily Flow x 0.83 =
"
_3_,<_0__ gpd x 0.83 sq. ft./gpd = !a v -
sq. ft.-I- / .)c ( 5.<4
2. Select width of rock layer (10 feet or less) = ) o _ ft. •
3. Length of rock layer = Area Width = .
2.W-) sq. ft. + J 0 ft. = 6• ' ft. Rock Bed•f• f. T
. f ridth S10(t.
E. ROCK VOLUME t-•- `Lenl;th
1. Multiply rock area by rock depth to get cubic feet of rock;
G,er%Usq. ft. xi•e:sft. = 7l-Ecu. ft. .
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
0 1 K cu. ft. + 27 = -..). 7 cu. yd. '
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
D? cu. yd. x 1.4 ton/cu. yd. = 39 tons.
F. ADSORPTION WIDTH (-`0 1_0 411 r
Absorption Width SixinkTuble
1. Percolation rate in top 12 inches of soil is r7, S rnpi
Percolation Rate Gallons Ratio of
2. Select allowable soil loading rate from table on page E-; in Minutes Fier Still restart per day per Absorption width
Inch(MPI) Nunn:foot to Roel Layer
•y s
gpd/ft2 wrath
3. Calculate adsorption width ratio by dividing rock layer 1'aaerthan 0.1• Coarse Sand •••••
0.1 to 5 Sand 1.20 1.00
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 0.1 to 5•• Fine Sand•• 0.60 2.10
6 to 15 Sandy Loam 0.79 1.52
1.20 gpd/ft2+ ,L) s a gpd/ft2= Com ') . 161°10 Loam 0.60 2. 0
Check this value on page E-16. c4rn1to 60 Clay S--. ClayLoam
�,na _ 2.67
2.67
page
_�
60 to Ill -City 0.24 5.00
4. Multiply adsorption width ratio by rock layer width to get sly .:;an Clay _...
required adsorption width; -' .
?. V) x Jo ft = ,a1_,-) ft
1 .
•
/ J
' .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: • '
-......_.,, a(...-) ft -, In ft = 1r) feet
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation /, P, feet
b. Multiply rock layer width by landslope to determine drop .
in elevation; Slope Difference ;:4%j ;::;:q 1 a-►
) o x 3 % - 100 = .'3 feet Inn
c. Add depth of clean sand depth of clean sand for • �'�°'"�Olt
----arm _a.i tam.4aa...*
separat;on at upslope edge (2a) to depth of rock layer to a' h"'"��
rock depth and the depth of cover to find the total mound w.,�... _,,__
height at upslope edge of rock layer;
1. Z ft + 1 ft + 1 ft = 3 .z feet
d. Enter table on page bottom with landslope and upslope •
dike ratio. Select dike multiplier of 3 • S? .
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: .-)., x 3...s-/2= ) I feet •
. f. Add the depth of slope difference (2b) to the upslope .
height to get the downslope height .
3 .2 + ,3 = ,-- .... feet
g. Enter table on page bottom with landslope and •
downslope dike ratio.
Select dike multiplier of .,S y .
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 3. .S x ti.S1. = / i., 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;
17 feet
j. Total mound width is the sum of upslope dike Rocklkca'wdth ` 'p''`• '.Upsiorooi�wkdh L..
width plus rock layer width plus downslope "'`'''i:' 'r '''. '' '�`'
dike width; .';� ,� . ti,.:,...
ii , ft + Jo ft + 1 0 ft = 3 £S"feet uglop`ou.cewidth.j. I P'.p . . ,•.thJL _
'.0 to l3tke Width
k. Total mound length is the sum of upslope
. •� fbonsiop` bikeWidth
_._dike width plus rock layer length plus ..
upslope dike width;
ft + ��, ft + ft = a feet � . .. .. . . . ... .... . � . .. .... .. .. ...
1 _I► ) _ftp_ Total Length 3 0 .4
11 1 -) /0 /0a .
•-z.mopc pslopc
3:1 4:1 5.1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1
9..lope
0 3.0 4.0 S.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0
1 3.09 4.17 5.26 6.33 7.53 2.91 3.85 4.76 5.66 6.54 7,41 '
2 3.19 4.3.5 5.56 6.81 8.14 2.83 .ZQ 4.54 5.36 6.14 6.90
3 330 ( 4 4' .69 32 8.86 275 Q,s7) . 4.35 5.08 5.79 6.45
4--�734r a./1 6.2i �F4----�T7� Z.NJ 3.41 4.17 4.64 5.46 6.06
5 353 5.03 6.67 837 1C.77 2.61 3.33 4.00 4.62 5.19 5.71
6 3.66 5.26 7.14 9.3A 12.07 2.54 3.23 3.85 4.41 4.93 5.41
7 3.80 556 7.69 1034 13.73 2.4A 3.12 3.70 4.23 4.70 5.13
8 3.95 5.68 8..13 11.54 15.91 2.4.2 3.03 337 4.05 4.49 4318
9 4.11 625 919 13.04 18.92 2.36 2.94 3.45 3.90 4.30 4.65
10 429 6.(.7 100 1500 213) 2.31 2.96 3.33 3.75 4.12 4.44
11 4.49 7.14 11.11 17.65 30.43 2.16 2.78 3.23 3.61 3.95 4.26
12 444 7.64 12.',0 2111 4175 2.21 2.70 3.12 3.41 3.60 4A6
L-I3
• ' CERTIFICATION # 00627 Logs of Soil Boni;:--.:: ' •
Location or Project Dave Guimand 2900 Water town 7-1. . , Orono
Borings made by S-P Testing, Inc. Steve J,chirmers Date 8-24-87
Classifiction System: AASHO ; .USDA-SCS " ; Unified Other
Auger used (check two) : Hand X , or Power Flight
Depth, Boring number • 1 'Depth, S Boring number 2
in in
feet Surface .elevation 100 . 1 feet Surface elevation 99 . 8
'0' 0 -
Topsoil dark. brown loam Topsoil dark brown loam
0 - 10" '
1 - 1 - 0 - 112"
Brown clay ' loam Brown clay loam
10" - 1 ' 10"-mottling 2 ' -mottling
2 :7 2 - 1 ' 2" - 2 ' 2"
• Olive brown clay loam ' Olive brown clay loam
1 '1_0" - 2 ' 10" 2 ' 2" - 2 ' 10"
Olive brown silty
Olive brown silty loam to loam
clay loam 2 ' 10" - 3 ' 10"
4 - 4 -
2 ' 10" - 4 ' 8"
Olive ' brown loam
•
'5 - Olive .brown loam 5 -
•
4 '.8" - 6 ' :' ' 10" - 6 '
6 - - •
8 ^ 8 -
i
End of boring at 6 feet. End of boring at 6 :aet.
Standing water table: Standing water table:
present at 4 ' feet of depth, present at 3 ' 4" feet of depth,
19 hours 'after boring. • 19 hours after boring. .
Not present in hole • . Not present in hole .
Mottled soil : Mottled soil :,
Observed at 1 ' 10" feet of depth. Observed at 2 ' fee:. of depth.
Not present in hole . Not present in hole .
Comments : Comments :
CTMRT'II`ICATION * 00627 Logs of Soil Bo:-inqu
' Location or Project Dave Guimand 2900 Watertown Rd. , Orono `
Borings made by S-P Testing, Tnc. Steve Schirr,;_ :s Date 8-24-87
Classifiction System: AASHO . ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight , or Buc:cet X
Depth, Boring number • 3 Depth, I Boring num:Der
in in
feet Surface elevation 100 . 4 feet Surface elevation •
o - I 0
Topsoil very dark brown
1 - 0 - loam 1 -
Dark brown• loam )
B 1 ' - 1-1/2 '
•
ciaoywoaml-1/ 2 ' _ 1 ' 10"-mottl. ng�
2 ..- t 2 -
Olive brown clay loam
. 3 1110" - 3 ' 2" 3 -
Olive brown silty loam
3 ' 2" - 3 ' 10"
4 - ' 4 -
Olive brown loam i •
5 -. ! 5 - .
6 - 3 ' 10" - 6 ' 6 -
7 - 7 - •
•
8 8 -
•
• •
End of boring at 6 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 1110" feet of depth. Observed at feet of depth.
Not present in hole Not present in hole
Comments : Comments :
L-13
' . •C::OIFICATION ft 00627 Locs of Soil Rorin s
Location or Project lave Guimand , 2900 Watertown Rd . , Orono
Borings made by S-P '_'esti-nc , Inc . Steve Sch irmers _ Date 11-91
Classifict on System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight
or Bucket X __
Depth, ( Boring number 4 ;Depth, i Boring number 5
in I I ' in !
feet I Surface elevation /o/. 7 E bfeet I Surface elevation foo . 7:,'
0 - — 3 0 - ' --
Topsoil dark brown 1 Topsoil dark brown
I loam ; 11 loam
1 -
0 - 1 ' ) i - ! 0 - 1 ' -MOTTLING
Brown clay_lOTT I Rusty olive brown
1 - 1 8 MOTTLING clay loam
2 - I • 2 - 1 ' - 2 ' 4 "
Rusty olive brown i i
clay loam ) Rusty olive gray
- .3 - clay loam
1
3 2 ' 4" - 3 . 4"
1 ' 8" - 3 ' 10" 1 Rusty olive brown loam
4 - 4 - I 3 ' 4" _ 4 '
Rusty olive brown J 1
loam ! •
,
5 - I 3 ' 10" - 5 ' I } 5 _
G -
6 - f
•
7 - I 7 -
8 - i 8 -
� 1 i I
End of boring at 5 ' feet. End of boring at 4 ' 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 . Not present in hole
Mottled soil : frothed soil :
Observed at 1 ' 8" feet of depth. Observed at 1 ' feet .,2 depth.
Not present in hole Not present in hole
Comments : Comments.:
•
• PERCOLATION TEST DATA SHEET
•
Ca.n0
Percolation test readings:nadeby Steven 3. Schirmers on8-25-87 s;aringat 10 : 41 p.m.
'Jute,
Test hole location 2900 Watertown Rd. ,orono 1 8-24-87
, sole number , Date hole was preparers •
Depth of hole bottom 18 inches,Diameter of hole 6 inches
Soil data from test hole:
•
Depth,inches Soil texture
0 — 10" Topsoil dark brown loam
10" — 18" • Brown clay loam
Method of scratching sidewall Knife
•
2
Depth of gravel in bottom of hole inches
3 : 00p.m.
Date and hour of initial water filling 8-24-87,Depth of initial water filling 12 inc:,2s above hole be; om
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
•
Time • Percolation
Time interval, • Measurement, Drop in wa:cr rate, Remarks
minutes inches • level,inches minutes per
• inch
10 : 30 prefill 6 .
10 : 41 11 : 11 • 4-1/ 16 7 . 4 30 min
11: 16 11: 4'6 3-3/4 8 . 0
11: 47 12 : 17 • 3-1/2 8 . 6 le "
•
•
•
•
•
8
Percolation rate = '0 , minutes per inch.
•
PERCOLATION TE _..ATA SHEET ' •
�'
Steven B. Schirmers 8-25-87 10 : 42
Percolation test readings made by on starting at px.a.
fJ1e
2900 Watertown Rd . ,Orono 2 24-67
Test hole location ,Hole number , Date hole was prepared
Depth of hole bottom 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth,inches Soil texture
0 — 14" . Topsoil dark brown loam
14" — 18" Brown clay loam
•
•
Method of scratching sidewall • Knife
Depth of gravel in bottom of hole 2 inches
.8-24-87 3 : 00p.m. 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 inches
•
Time • Percolation •
Time interval, Measurement, Drop in water rate, Remarks
minutes . inches level,inches minutes per
inch
10 : 30 prefill • 6
10 : 42 11: 12 4-5/8 6 . 5 30 min
11: 15 11: 45 . 4-3/8 I 6 . 9 "
11 : 48 12 : 18 4-1/4 7 . 1 ( "
I
•
•
j I
I 1
•
' i 1
Percolation rate = 6 • 8 _minutes
•
•
•
• fE COLAT;ON-11,..;•;-:DATA SHEET •
Steven B . Schirmers 8-25-87 10 : 43 ' amJ
Percol:.tion test readings made by on starting at ��i.
(Jain
2900 Watertown Rd. ,Orono 3 8-24-37
Test hole location , Hole number , Date hole was prepared •
Depth of hole bottom 18 _inches,Diameter of hole 6 inches
Soil data from test hole: •
•
•
Depth, inches • Soil texture
0 — 12" Topsoil very dar brown loam
•
12" — 18" Dark brown loam
•
•
•
Method of scratching sidewall Knife •
Depth of gravel in bottom of hole 2 inches
3 : 00p.m.
Date and hour of initial water filling 8-2 4-8 7,Depth of initial water filling 12 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
Time interval, Measurement, i;: ,in water rate, Remarks
minutes inches level,inches minutes per
10 : 30 prefill 6
10 : 43 11:13 4-1/ 16 7 . 4 30 min
11: 14 11: 44 3-3/4 8 .0
11: 49 12 : 19 " 3-11/16 8 . 1 " "
.
•
•
Percolation rate = 7 • 8 minutes per inch.
•
• PUMP SELEOTIONI'ROCEDURIK -
--, A. Determine pump capacity:
Gravity Distribution END PERFORATION OF A PERrONATED LATERAL
1. Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of .......-WOO CAW
water use rate.
r.,57.1/4
4'" �,c} c"�`
' try' TopseN ) •� .:
2. Maximum suggested for delivery to a drop box of a home system is .,700 «•�
Lorca of Goo4:1;11.17 Fabric ter lou•
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. Loamy Send Lays 11inrn Inver suety eeeel.d
• `T...,n're rosin paper)
Pressure Distribution r,p.,ai r e Towing.CO,IIled Morleenlon,
i.r•-.f:.,,�:, I:•. ,.1.210 Cep Now Top
3. a. Select number of perforated laterals 3 .,..,,4-Plus �,:,'-AI Leaar Ix•le cda.
1+ p fi.id_Posh, of Poch Lein
b. Select perforation spacing= 3 ft. Per N1010111 Lecaled el
c. Subtract 2 ft. from the rock layer length. Clan Sand Law, Gallons N Leurol
t'Gy.;Gnslh-2 ft.= to co ft. T • ,r
-'`Orielnel Soil Propnly Snaffled
B.lor.Placing Sand Layer
d. Determine the number of spaces between perforations.
Length pert.spacing= 4 fo-ft.+ "z ft.= l spaces
TABLE Of PORroiznriON DISCHARGES iN GPM
e. D spaces+ 1 = A 3'perforations/lateral
' 1. Multiply perforations per lateral by number of laterals to Head Perforation diameic:Cinches)
get total number of perforations.
n
� q i , r/3r 1/,
Ina x penen.!ialrr.l= 4 /' perforations. 1))?�1. T 1 yl ,
1.O3 0.56 0.74
g. tG».iie x AP.' v= '' i o r- • 2.013 0.x0 1.0044
• 23 0.89 i 1.17
3.0 0.98 i 1.28
SELECTED PUMP CAPACITY 3 7 gpm 1,131.47
5.0 1.2o I 1.65
B.Determine head requirements:
aUse 1.0 foot of head for residential systems.
1. Elevation difference between pump and point of discharge. bUsc 2.0 feet of head for other establishments (
(_ feet
2. if pumping to a pressure distribution system,add five feet for pressure
required at manifold
.c feet
3. Friction loss Pipe Length
a. Enter friction loss table with gpm and pipe diameter. I Point of Di charge
Read friction loss in feet per 100 feet from table. I/0 7
F.L.= .t.y ft./100 ft of pipe Elevation Difference
b. Determine total pipe length from pump to discharge Pump $1
point. Add 25 percent to pipe length for fitting
loss,or use a fitting loss chart. Equivalent pipe F-18b
length-1.25 times pipe length=
1.5 inch 2.0 inch 3.0 inch
ce O x 1.25= 3 O feetgpm Friction tags per 100 ft of pip
c. Calculate total friction loss by multiplying 10 0.69 0.20
friction loss in ft/100 ft by equivalent pipe length. 12 0.96 0.28
Total friction loss= ?SO x D.4,L) +100= '7 feet i 1.28 0.38
4. Total head required is the sum of elevation difference, 16 1.63 0.48
special1headrequirements,and total friction loss. 20 2.03 0.60
20 2.47 0.73 0.11
25 3.73 1.11 0.16
/ (r + + ? 30 5.23 1.55 0.23
35 7.90 2.u6 0.30
(1) (2) (3c) • 40 11.07 2.64 0.39
45 14.73 3.28 0.48
TOTAL HEAD 3 0 feet 50 3.99 0.58
55 4.76 0.70
60 5.60 0.82
Pump selection - -1. A pump must be selected to deliver at least } gpm (Step A)
with at least 30 feet of total head (Step fi). .
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SET- BACKS 1 r l< /CI' y
10 I
•
HOUSE • System must be: .
Tank Jtj from property lines , X - E--��1n Sr4L w\QT\'` •
from wells
- . from b'dgs.
• �''�,,; • Treatment Oreo —'from lakes , _ sstreams .
Treatment oreo 00 frcm property lines NOTE Power supply and switches must be located in o
weather proof enclosure outside the pumping chamber and manhole
M�RL�� S rnNx,6" X5- from wells '
• ?.0 'from bidgs.
• •� 1- -, 'from trees y SOIL BORING ELEVATIONS
t r , t I(T �I
m, Amin. I ' ) — -�`
J.
THAI EL.-! 1
. / "da.su fl �. d n C TH`2 EL.
Tankr7 • -" ' gro.e�� /o
TK. EL-may
Tank ::I PRESSURE DISTRIBUTION MOUND SYSTEM S.S '"4 EL-)ol•r)
Drop to Tank
Min. I"to 8' • I �-Pumping S$T- ..5 EL - L2=z
x . Mox.1"104' 4- 1:�=P -via S\-1,A�t..-cacs._) ELEVATION of PROPOSED PUMPING
"� Chamber CHAMBER- cIF.y"Ivo,. --+n'l." cr)•C
A"to 6"dip.pipet-;c:abtio RC c'oe-i-LStrm,) 9 ;;••:::)
SYSTEM DESIGN -MOUND '
TYPE--.I._, BEDROOM , Average percolation rate `7 S miniinch (design.83 sq.ft treatment area per gal. of daily sewage flow) .
. 9S0 gol./day x.83sq.ft/gd.7„a-- sq.ft.of treatment area 410% =1-,c(14 sq.ft. (=• 10ft.width= 4f-->V ft.length of bed area+side slope run. to I x!height= --Z C./ ft-x°1 - ft.lawn•area needed)
Clean rock needed- G/CtU.sq.ft.treatment area x /,0,54 depth of rock=-0)c?cult=27= .7 cu.yds.(3/4"to 2l/f da. ,incudes 2"of rock above pipe)
Clean sand fill below rock needed 19D cu.yds. approx. , sandy born bock fill a'rt? oayds.opprox., topsoil 6" cu.yd. }u . S+6N n P"`_1 i 1-•y - - •C
4.- Z°1549 = q1 co,Ka •'rt'
c1, sC �1 - 13 -9 c.
Number of tanks required Q. - , 1st tank 1zSUgot. ,2nd iank/oc^gal•miriTI ns Pt.us Pi-venv..1.. 4-H-Ave4�cg- • 5.�\ - .-...S -'"71Pumping chamber capacity- 25% of daily sewage flow of 1)..5-0 gal.= I C4c cot+reserve storoge of 6-46-4)n/bedroom= ' gal.+pipe bock dronage-- PRp ERTY OPnN)� 2'1.--‘ 1`“-1-1 --
of__1_ __e gal./IOOIin.ft-of_a-.dio. supply pipe, lin-ft.needed a , <O gal:+ manifold Re gal./1001in.ft of..1._`dia.pipe,kLft needed Z,__ai__gal. ,cin-- \".41,-- -2:.-11)t-ii Cz L
total capacity needed 9 a7 D gal.(plus oreo for pump) :,-1-.... .._ rh,r. /Q-S-0 oa 1-4.K,c.
Qom."))_lD , N.-11,i \-1 1: . Lo .
Distribution piper.LL dia. , i 9u.lift., "/?=,7.dio. perforations 3 C-"apart
Pump sizel�� hp. (pumpoble capacity "'y got.4cycles/toy) >-15F--N--s 3 p N mss .visc\-1A?--),E- 3q pr,) 1 m + n• S-P TESTING /1�., •
.-
. Note: When constructing bed '7' , this oreo should be shaped Note: Distonce from treatment oreo to neighboring wells— Designed By: 7 --6 --•"�'' —•
to divert run-off from entering treatment oreo. ''?1'--4--c" -? ll'G ; Dote .9/i/-?, PH. 612-497-3566