HomeMy WebLinkAbout1988 - septic infoLocation or Project
Lora of 2crir.r3
Boring* isado- by fYNAtT k
Classification '.ystcn: .Vv2U0 ______; USrA-:;Cw
_______ Dace
^ Unified______; uliter
Auger used (check tvo): Hand or Power_ _; Plight _ _, or Buckt.t A^; ocher
Depth,Boring nurber 1 Depth.Borlnr. nusber
in
feet *Surface elevation In
f A A ^Surface elevationr cc w
/%
Ltwir^
1 —1 —
2 —5roci><\ ^Ia\| loAivv
2 —
3 ——
LgKA 3 —
4 ——4 —
5 —5 —
6 —6 —
7 —7 —
a —8 —
End of boring at ^ feet.End of borinn at feet.
Standing water cable:Stand inn vntor tabic:
I^esen:at feet of depth.Present at feat of depth.
hours after borlar,.
Kot present in boring hole
Koccled soil:
Observed «c feet of depcK.
Hot present In boring hole -<
Observation, and noc=enta:
l.jurs after berInn*
!.*oe present in borlnR hole
Mottled ooil:
Observed at _foot of depth.
Mot present In borlnji holo
Obsorvattona and cotraontsi
Location or Project
Borings isade- by _ _ _•g-
Loga of Soil Springs
B-31
Date w3 . V .
«.• Classification Sysccs: .UGHO USDA-ilCy ; UnlflcJ
Auger used (cheeV. c-o): Hand >r Po--cr_ _; Flight_ _. or Bucket ocher
Depth,
In
feet
1 —
2 —
3 —
4 —
5 —
6 —
7 —
8 —
Boring nueber
Surface elevation
BW-k I AOiwv
PAfk QroMU^ IoA"\
3r4U>rv \odLnrv
End of boring at 4.*? feet.
Steading water cable:
hreeenc at _______ feet of depth,
hours after boring.
Me- present in boring hole
Kottled soil:
Observed at ^ foot of depth.
Mot present In boring hole _______
Obsurvations and cosencs:
Depth,
In
feet
1 —
2 —
3 —
4 —
5 —
6 —
7 —
8 —
Boring number
Surface elevation
lDApy\
D atk Brdui^.CUij/Aam
C)a .i| |aa «vx.
Ii*^k+ CWk^ (ookie
End of boring at ^ feet.
Standing water table:
Present at _ _ foot of depth,
hours after borlnn*
Mot present in boring hole
Mottled ooll:
Obsoeved os _foot of depth.
Mot procent In boring hole
Observations and cotsaoncs:
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PU>(P SELECTION PROCEDURE
Dtccrnin* pump capacity:
1.
2.
3.
MlnlwiB s<i(gc«ted Is 600 gallons par hour (10 spn) -
to stay ahaad of water uae rate
Msxlsw* suggastsd for dtlivsry to a drop box of a hoas
1» 2700 gallons per hour (iS gpn) to prevent
buildup of pressure in drop box
Use value from design of pressure distribution system
SELECTED PUMP CAPACITY
B. Determine head requirements:
Elevation difference between pump and point of discharcc /C faer
If pumping to a pressure distribution system, add Tfce^- -
for pressure required at manifold . . . . . . ,
Friction loss . . . . . . . .
a. Enter friction loss table with gpm and pipe diameter
Read friction^l^ss f«cc from page F-ia.
b.Determine total pipe length from pump to discharge
point. Add 25 percent to pipe length for fitting
loss, or use a fitting loss chart. Equivalent pipe
length - 1.25 times pipe length - 1.25 x ___/ 7^ - 2/7 ST
Calculate total friction loss by multlplylnn ——
friction lo.ss in fc/lOO ft by equivalent pine
length.
Total friction loss - 7,/Y **.. x lU.S
Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
fS + s + /5. ^
TOTAL HEAD . . . . . . . . . . . . . . . . . . . . . . . . .
C. Pump selection
1. A pump must be wlect^d to deliver at least W/ ^
with at least 3Sx Z> feet of total head. * '
D. To cacinize punp life select sump size for 4 to 5 pump
operations per day.
K. Calculate drainbnek
ys* 2_ feet
2. feet
gpn
Determine total pipe length. * /O feet.
Multiply length by volume: Dralnback quantity -
—77 0 feet X gallons/lOO ft - /2. 0 gallons
Suggested dralnback quantity is 10 percent of pumped quantity.
A larger dralnback percentage will decrease pump station
efficiency slightly but pumping energy costs are usually ■
relatively small part of the total household energy costs.
SYSTEM DESIGN
FOR TODD ZIESMER
IN LOT 20, AUD. SUB. NO. 203
#1341
9-8-88
The above lot %<as tested for both a prijnary and an alternate drainfield
site. He first did a soil boring to the south of the proposed house but found
a high seasonal %eter table vhich along vdth a steep slope would prevent even
a mound system from being installed there. Thus, the area tested was to the
north on the level area. This area would require a pressure mound system be
cause of possible seasonal water tables at a higher level.
Additional information follows for the system design. Also, two 1000
gallon tanks are needed with the system. In addition, a 750 gallon pumping
tank is needed to house the punp for pressure distribution. It may also bo
necessary to have an ejector pump to serve the lower floors. The distribu
tion pipe coming out under the driveway will need to be insulated.
All construction and ireiterials must adhere to the provisions of the
City of Orono. All construction traffic and grading must be kept off both
the priiraucy and the alternate drainfield sites.
If any other information is needed, please contact me.
i
Sincerely,
PERCXDR, INC.
PCA certified
t.-
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'Z/€j:AieK
V SA
HOUND DESIGN PROCEDURE
(For Flows up to 1200
A. Sswsgs Flow Rsto
Sot D-7 or 1-3, 4, or 5,
9Sttrsd vslus; Flow Rsti
E-19
F. Pressure Distribution Systsa
1.Selecc nuober of perforated
laterals €
B. Septic Tank Liquid VoITnBB^^^
Csee C-3 or C-5) fooo gallons
2.Select perforation spacing
" >5 ft
3.
C.Soil Characreristics
1. Depth to restricting layer
such ss seasonally saturated
soil, bedrock, coarse soil,
etc.; inches
2. Depth of percolation teats;
/B inches
Select perforated lateral
length; Note if manifold is
at end of rock layer, lateral
length is rock layer length
less half a perforation
spacing. If manifold is in
center of rock layer, lateral
length is one-half rocklsyer^:^.,,^
length less hslf a pepf^ation X
3.Number of percolation test
holes; holes
4. Ave. percolation rate;
€\l mpi
S z5. Lsndslope -
D. Rock Layer Dimensions
1. Multiply gpd by 0.83 to
obtain required area
rock^e^er;
^ 0
spacing. Perforata^lateral^ t \
l.ngth - IJ.S J
4, Divide lateral lengtfr^tf^ perfor-^^ .
ation spacing to get nu^er oi
—* perforations per lateral /f | y
ZhS feet f y feet - .ffVVerfs^^^
/ perforation must be^"^
Mul
lesffks^ iO
3. Length of rock layer^
7 Width ^^sqf^-f^^iL
E. Rock Volume
1. Multiply ro^k^ea-bjrrock deptl^
to get cubic feet of rock;
sq ft X / ft ^SOOZM *
2. Divide cu ft by 27 cu ft/cu ^
to get cubic yards; /9, S
3. Multiply cubic yards by ^4
get weight 0£ rock in tons
//, 3Tcu yds X 1.4
Multiply perforations per
lateral by number of laterals
to get total number of
perforations;
J? perfs/lat x ^ lets - ><l]
6. iotermine required flow rate
by multiplying number of ^
perforations by flow per
perforation (see page E-17)
erfs x,7ygpm/perf J
ict minimum required late^l' '
diameter from table on Page E\17;
f(^
enter table with perforation ^-----^
spacing, perforation diameter,
and number of perforations per
lateral. Select
diameter for perfdratsd lateral
- inches Ht-J
Bsssl Width
1. Percolation rate in top 12
inches of soil is . e . 7 wpi
2. Select allowable soil load^g
rote from table on
use o-so
page E-16;
E-20
"f.
MOUND DESIGN PROCEDURE (ConCinued)
(For Flows up to 1200 gpd)
G.3. Calculate basal width ratio
by dividing rock layer
loading rate of 1.20 gpd/ft^
by allowable soil loading
rates
1.20 gpd/ft2 rAS gpd/f t^ -
Check this value on page E-16.
H.2.f. Multiply dike multiplier by
downslope mound height to get
downslope dike width;
S.so X - /7.5^ft
4. Multiply basal width ratio by
rock layer width to get
required basal width;
^ - 2j^.ft
H. Downslope Dike Width
1.If landslope is 3Z or more,
subtract rock layer width
from basal width to obtain
minimum downslope dike toe width
2V ft - a: ft - /yft
2. Calculate mound height at edge
of rock layer on downslope side;
a. Determine depth of clean sand
fill at upslope edge of rock
layer: /. O feet
b. Multiply rock layer width by
landslope to determine drop
in elevation;
X St - 100 - '
c. Add drop in elevation to depth
of clean sand at upslope edge
of rock layer to get depth of
clean sand at downslope edge •
of rock layer.
O.Slt + /.gft - /.5 ft
d. Add depth of clean sand at down-
slope edge to depth of rock
layer to depth of soil backfill
to get mound height at downslope
edge of rock layer;
A^ft -f A^ft -f 40ft •S.S It
Enter table on page E-18 with
landslcpe and downslope dike
ratio. Select dike multiplier
of s. oo Y: /
Compare the values of step H.l
and step H.2.f. Select the
greater of the two values as
the downslope dike width;
/7. S feet
h. Calculate upslope dike width
using upslope mound height
and upslope dike multiplier
i. Total mound width is the sum
of upslope dike width plus rock
layer width plus downslope dike
width;
/a-Oit + /J ft -K/7.51ft «J^A5Tft
3.If landslope is 2.9 percent or
less, basal width includes both
the upslope and downslope dike
widths.
Calculate downslope dike width
using steps H.2.a. through
H.2.f; _ _ _ _ _ _^feet
b. Calculate upslope dike width
using upslope mound height and
dike multiplier from Page E-16;
_ _X_ _ _ft -_ _ _ft
c. Add downslope dike width to
upslope dike width to rock
layer width to get total mound
width;
ft + ft + ft - ft
d. Compare total mound width to
required basal width from step
C.4. If total mound width is
greater than required basal
width, use calculated dike
widths. If required basal
width is greater than total
mound width, increase downslope
dike width.
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CITY or onoKo
SEPTIC SYSTEM APPROVAL
3*7V0LOCATION______________________________________________________
GENERAL CONTRACTOR i/4^C«*'____________
SEPTIC CONTRACTOR O^i jrVl, -f- ^ K t-Uiju (fyn .
oMtta V7A-2g»co
,/^^RO^t NOTE CHANCES BBLo£l> (2-Si>
eawENT S j5^ £»g- Mot^-€ rVl«^P ^g<S*S
^ T>e^AyVCr~T /OnO -/oort S
~ /O ^ _______________
gAA>tb ^ ^/O' y ■* *
/!(,(. P6^«- r^raofjer-^^c> i>e^6^
k< f^e Acu yK’-^rf'iCL (^r g <imC\"77'^J
g3fe
DATE APPROVED
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