HomeMy WebLinkAbout1995-05-10 Septic System Design ReportSwedlund
Septic
- Service
ID"'Perc Test
oil Boring
[Design
2/1'nstallation Estimate
Prepared For:
Omoo V. S Xzee
GvAH7_ AT•/q ss99
i-17'S.-74,03
Site Address:
5,g ,16
- State Certifiptt
Swedlund Septic Service • 9520 Laketown Road • Chaska, MN 55318 • 442-5855
— — 1'J
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated 3V0 gpd (see pages D-7 or I-3, 4, 5)
or measured gpd.
B. SEPTIC TANKQUID VOLUMES
S ( /teao allons (see pages C-3 or C-5)
C. SOILS (refer to site evaluation)
I. Depth to restricting layer = Z 3 inches
2. Depth of percolation tests = I Z- inches
3. Percolation rate Ld5, mpi
4. Land slope + 70
D-7
QtiWiD sl+�.aY M1O.4 . sa.ga.s .0 �.
oreeaws
S
C C � _
>
am
m
�w tea
1
.m
aeo
aH
am
are
r +••
1
•
ep
to
age
no
am
rs
C-3
St/t:C t.UJ( CAPACITIES. IN 6alLOM!
„e" C.......
■rws a..rr
0—a m."
f07r 1wYA CY.7s.
MWt.L
. sgaw .s#
.Js
low. lose
late
s.. $ lots
Joss
... = a seat
goal
D. ROCK LAYER DLMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
-30e gpd x 0.83 sq. ft./gpd =Z�'9 sq. ft.
2. Select width of rock layer (10 feet or less) _ ft.
3. Length of r ck layer = area + width = �� /o
z �g sq. ft. + 1 O ft. = Z-s ft.� Rock Bed
U.
adth VC
E. ROCK VOLUME Length
I. Multiply rock area by rock depth to get cubic feet of rock; Z 7
Z4a sq. ft. x (__-_ ft. = K93 cu. ft.
2. Divide cu. f by 27 cu. ft./cu. d. to get cubic yards;
Zq � . cu. ft. + 27 = q, Z cu. yd.
3. Mull' Iy cubic yards by 1.4 to get weight of rock in tons;
J Z cu. yd. x 1.4 ton/cu. yd. = jjjqns. PLy b io 90
i
. s ion I
F. ADSORPTION WIDTH
1. Percolation rate in top 12 inches of soil is ZO mpi
2. Select allowable soil loading rate from table on page E-16;
O gpd/ft2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft'-7 by allowable soil loading rate;
1.20 gpd/ft2+ ��gpd/ft2 = Z: O O
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
h_ x Z ft = z ft
E-16
.W.r.1Mr41wlei/YyM rMta
am-
F.
o ..a
s n w
tea
I
—�
. ...
. 8. a..J
c-20
DOWNSLOPE DIKE WIDTH
If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
TV ft- l0 ft=�t c ft
Calculate mound height at edge of rock layer on downslope
side;
a. Determine depth of dean sand fill at upslope edge of rock
layer: Separation / / feet
b. Multiply rock laver width by landslope to determine drop
in elevation; Slope Di erence
LC.—x�'o+100=�ft
c. Add depth of dean sand depth of dean sand for
separation at downslope edge to depth of rock laver to
depth of soil backfill to get mound height at downslope
edge of rock la er;
/I / ft + 1 ft + ft+/ft =: -,' ft
d. Enter table on page E-18 with landslope and downslope
dike ratio. Select dike multiplier of _ 4 1 7
e. Multiply dike multiplier by downslope mound height
to get downslope dike width: t 7 ,s- _ �ft
g. Compare the values of step G.1 and Step G.21 Select the
greater of the two values as the downslope dike width;
feet
h. Calculate upslope dike width using upslope mound
he'.ght and u slope dike multiplier from page E-18;
.. x3,4S= ft
i. `: ;,;al mound width is the sum of upslope dike width plus
rock la er width lus downslope dike width;
f±+,eft+y- ft= .3 1- ft
3. If landslope is 2.9 percent or less, basal width includes both the
upslope and downslope dike widths.
a. Calculate downslope dike width using steps G.2.a.
through G.21; feet
b. Calculate upslope dike width using upslope mound
height and dike multiplier from Page E-18;
x ft = ft
c. Add downslope dike width to upslope dike width to rock
layer width
ft + ft + ft = ft
-1R
Rsk 1474r -Wth (42)
I
Upow" 41♦4 walk ( W
33
4.1
Uownslope
5:1
41
7:1
3:1
U
0"
3:1
41
71
1:1
a dop.
0
3A
la
!a
♦a
7a
3a
4A
7a
4a
72
1a
I
3a1
37
s]1
Us
7S1
t11
3S
4A
1f1
W
Ut
7
3.14
li
!S4
♦AZ
i.11
2S
320
43♦
!S1
41♦
430
3
130
4S4
SS
7M
1As
US
337
is
!40
!11
♦a!
4
'At
JjL
11
7 S
on
IA/
�
U7
4A
SA6
&A
S
313
fID
4A7
13,
t0"
to
4O
UZ
"0
f71
♦
3A♦
1.,
7,14
1.1/
tLV
2S4
323
3S
443
&A
!Al
7
IJO
1S4
7M
IO14
13A
IA/
3.13
3A
123
4"
1.13
1
3.45
SS
4?1
1134
11.f1
142
3ID
3D
4A
4A1
4M
4
4.11
63
to
13M
141I
2a1
2.11
3.40
3.f0
U0
4A1
10
4r
1A7
1U
ISM
2353
2J1
LASM
333
4.12
4A4
11
4.4/
7.14
lilt
17AS
1443
LA
3a
3A7
3S1
416
tI
U4
741
IISO
2143
4375
221
IA
3.12
30
33D
411•
IU
10
4p�,
1
z �
WILDING P lu
iliAN itavilm �
u+rrvcv.m
DAY Pf!
f3 APF"ED AS SI IRMITTED r
. APPW)VED k'4I1-N CORRECTIONS AS NOTED
!� NaT�PfitiV�n`+�t'�Ti ECT & kE.Sl;Elt.�1T %
fl4*o cefou rnls are. tier y. r:: !':'1971vwtlon. All work d•nll N dWo
Y. ball torifl,pehcw ,vni� rd1 Pg{ !r�i�r f..ikN A, Maki# an" w
K'l�M1WAa Inelu fl �' rtnn rvr4 u,��M c a : nn10,4 •, r1% Morn
• KF.a'P ttli� !�L^r•I :-rf ."•'•' .•'�". 1•i �!.I lir�:�;.:
T•+-� I Y
1"JA q 8 --,, (�)
0
1
C11
i
X
1`O
tc dco
cz,
o1b
�fo;
pa4 d
1. Determine Surface Area
Rectangle = Area - L x W
x = _
Circle - Area - it x (Radius):
3.14 x x
square feet
square feet
Other = Get Surface Area from Manufacturer
square feet
T
Width
1
Length
Radius
it = 3.14
2. Calculate Gallons Per Inch
There are 7.5 gallons per cubic foot of volume, therefore you must multiply the area
times the conversion factor and divide by 12 inches per foot to calculate gallons per inch
Area x 7.5 gpft I + 12 inchs per foot
x 7.5 + 12 = �11 C, gallons/inch
3. Calculate Gallons to Cover Pump (with 2 inches of water covering pump)
(Height (in) + 2 inches) x S�lions/inch (02)
(�Q_ + 4- ) x G -0 = ZffQ gallons
4. Calculate Total Pumpout Volume
a. Ton" pump life select sunjp size for 4 to 5 pump operations per day.
gpd +4 gallons per dose
b. Calculate drainback Q
1. Determine total pipe length, r'O feet.
2. Determine liquid volume of pipe, ,43gallons per llx) feet.
3. Multiply length bxvolume: Drainback quantity =
1Z feet xl /�45gallons/100 ft. _ �4 gallons.
Estimate! Sewage Flows in Gallons per day
(DW)
Numher
Type 1
Type 11
Type [if
TyV
Bedrooms
I
2
300
225
190
3
300
218
4
600
373
256
S
750
430
294
t.
7
1050
600
370
tw
S
1200
673
408
c. Total pump out volume equals dose volume + drainbick
7. gallons per dose + / ¢ gallons = R :2 gallons
5. Calculate Volume for Alarm (typically 2 to 3 inches)
Depth� i�n), x gallons/inch 02) ._
x — _ —40 gallons
6. Calculate Reserve Capacity (75% the daily flow)
Dai=flo see page D-7 x .75 =
z .75 = ZZ - gallons
7. Calculate total gallons
gallons over pump + gallons pumpout +g ilons alarm + gallons reserve capcity
03 +� N 51 „+g
Z O + + O + Z _ ailons
8. Total Depth (Total gallon divided by gallon per inch)
Total Callon (#7) +gall/inch (#2)
+ ZO - Z inches
Pipe diMna indict
G81W= 100 era
1.25
7.77
1.5
10.58
2
7-43
2— 4.87
3
38.4
4
66.1
Reserve Capacity
Alum
Pump On
TO al Pumpout Volumc
Pump Off
Pump Height
9. Float Separation Distance (equal total pumpout volume) I tlllli•
Total gwmpout volu S c) +gallons/inch (p2)
inches
PU.%1P 5ELC•CTiQV I'ILOCCI��-Kl{
A. Determine pump capacity:
Gravity Distribution
1. Minimum suggested is 600 gallons per hour (10 gpm) to stay ahead of
water use rate.
2. Maximum suggested for delivery to a drop box of a home system is 2,7(X)
gallons per hour (45 gpm) to prevent build-up of pressure in drop box.
Pressure Distribution
3. a. Select number of perforated laterals _
b. Select perforation spacing = ft.
c. Subtract 2 ft. from the rock layer length.
111<wp11 - 2 ft. = ft.
d. Determine the number of spaces between perforations.
Length perf. spacing = ft. + _ ft. = . _ spaces
e. spaces + 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations.
1MMT. x«.I= perforations.
g P./. x a_T� =- gpm.
SELECTED PUMP CAPACITY Z V gpm
B. Determine head requirements:
1. Elevation difference between pump and point of discharge.
D feet
2. If pumping to a pressure distribution system, add five feet for pressure
required at manifold s
feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
Read friction loss in feet per 1(l(1 feet from table.
F.L. _ , 73 _ ft./100 ft of pipe
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 _-
SC xl.25= /00 feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss = 1GV x r 13 +1(11) = r 72 feet
0. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
+-.S- _+
(1) (2) (30
TOTAL HEAD feet
C. Pump selection
1. A pump must be selected to deliver at least Zo gpm (Step A)
with at least LL_ feet of total head (Step BY
END PERFORATION OF ♦ PERFORATED LATERAL
,-w.« C««
L"ro at War..trl" r"&rtc to toa•
• L.arar S"n" LAW � �-era. I.M M tie • Ww cww«
�✓.rhw0.1 � �alfrnl�� �- �I1 �r~COY 1�prM jM 11q.IM ro11r
Al LOW 12'41 Wp
i Orae_f yi0•Ih.r,."�' •- _�. : at 1ta.■ LOW
.l • P"r Iw"b.ro Lncat« as
Clan sons Lars aallaw a Lalrro
�- Or1a�w1 Sail hanart, Scarrl�«
stror. MI"c" San" LOW
TABLE OF PERFORATION DISCI IARCFS IN CI'M
Head Perfuratimi diameter (inches)
r/u l/.
1.0a
0.56 0.74
is
0.69 0.90
2.Ob
0.80 1.04
2.5
0.89 I 1.17
3.0
0.98 1.29
4.0
1.13 1.47
I
5.0
1.26 1.65
&Use
1.0 foot of head for residential systems.
bUse 2.0 feet of head for other establishments
Pipe Lcn81h
Point of I
D
E--Elevation Difference
Pump
F•18b
1.5 inch 2.0 inch 3.0 inch
SPnt rricua& low per I00 ft of pipe
10
0.69
0.20
12
0.96
0.29
14
1.28
0.38
16
1.63
0.49
18
2.03
0.60
20
2.47
0.11
1.11
25
3.73
0.16
30
5.23
1.55
0.23
35
7.90
2.06
0.30
40
11.07
2.64
0.39
45
14.73
3.28
0.48
50
3.99
0.58
55
4.76
0.70
60
5.60
0.82
1. Select number of perforated laterals `3
2. Select perforation spacing = -S ft.
3. Since perforations should not be placed closer than I ft. to
the edge of the rock laver (see p. F-14), subtract 2 ft. from the
rock laver length.
Rock aver:en¢:ri - 2 ft. = Z.S ft.
4. Determine the number of spaces bettyeen perforations.
Divide the length above by perforation spacing and round
down to nearest whole number.
Length perf. spacing =-Z-�- ft. + 3 ft. _ spaces
(3) (2)
5. dumber of perforations is equal to one plus the number of
perforation spaces .
9- spaces + 1 = 9 perforations/lateral
6. Multiply perforations per lateral by number of laterals to
get total number of erforations.
3 E .-:�
latent x perfs/lateral perforations.
7. Determine rewired `lzw race by multiplying
number of perforations by flow per perforation
(see page E -17)
a r 4.
x
Pal arm Pelf
8. If laterals are connected to header pipe as shown on page E-
15, select minimum required lateral diameter from table on
page E-17; enter table with perforation spacing and number
of perforations per lateral. Select minimum diameter for
perforated lateral = -r - inches.
9. If perforated later... s�-stem is attached to manifold pipe near
the center, a.: on page E-12, perforated lateral length and
num! er of perforations per lateral will be approximately one
half of that in step 8. using these V31ues, select minimum
diameter for perforated lateral from page E-17 as Z
inches.
E-17a
TABLE OF ERFORATICN DISCHARCE5
[lead
Per}eranon diameter finches!
7/32 1 14
1.03
0.56 074
1.5
0.69 0.90
2.Ob
("So 1 C4
2.3
^. S l 1 17
3.0
0.93 1 _9
4.0
1.13 1.47
_U
1.26 1 63
aUse 1.0 fnot of L ead for residential syste.ns
bUse 2.0 fret
of head for other establishments
E-17b
Boa o...s......
115 lccn
1.5 inch 2.0 to :r•.
2.5
14
18
'3
3.0
13
17
26
3.3
12
16
23
4.0
11
is
23
5.0
10
14
21
F•15
E-12
r-
Lots of Soil Borinys
Location or Project Z—` /� /z;;7?�
Borings made by c�4>�4 (_�! ^'� __ Date
Classification System: iwSHO USDA-SCS Unified other
Auger used (check two): Hand . or Power Flight or Bucket x : other
Depth. Boring number _,e —_ U..pth. Boring number p
in in Surface elevation
fret Surface elevztloil f
0 — ----
,C3L�o� Lo�►�
1 —
2 — h ,��t��N: NOV
3 —
Ac,/
4 —
End of boring at .�feet.
Standing water table:
Present at "� feet of tiepth.
✓ hours after boring.
Not present in boring hole N O
Mottled soil:
Observed at — Z` feet of depth.
Not present in bortn' title
eeC
n --
J /�1Ac K •r-oA�
�Z-7—
z�- 4$
3
Flay
110 —
End of boring at feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in borinv hole
Mottled boll:
ftserve;d ac !/ feet of depth.
Not present in boring hole —�
Logs of Soil Borings
Location or Project � fL 4
Borings made by S��F o /u __ Date
Claeeeification System: AASIO USDA-SCS �_; Unified ; other
M+Rer used (check two): H.And X . or Power �; Flight or Bucket %C other
Depth, Boring number _ Depth. Burtny numher
in in Surface elevation
Ecet
Surface elevation fret
�
0 — -- — — n —
r7- z3_ L;Yyf C/
2
3
4 — —
S — 5 —
6 — —
7
g — —
9 — —
1p 10
End of boring at 4 feet. End of boring at feet.
Standing water table: Standing water table:
Present at feet of ttepth. Present at feet of depth,
tours after boring. hours after boring.
Not present in boring hole N Not present in borinv hole
Mottled soil: Mottled boll:
Observed .it feet of depth. nhserved at feet of depth.
Not present to borinV hole Not present to boring hole
PERCOLATION TEST DATA SHEET
Tome hole location Z!;!�t/PO /`oY 9*ZSJ-- 7 Hole number 01
Data test hole was prepared 4- / 7 - 0 4-- , Depth of hole bottom, / Z- inches.
Diasreter of hole, G inches.
Soli.data from test hole:
Depth, inches Soil texture
/ Z .,V MAG I' �.I XK
Method of seratehinR sidewall Ao-q & d a N R0
Depth of pea -sized gravel in bottom of hole, Q_ inchee.
Date and hour of initial water filling c.,�-/%' Q�"r- /C:3C
Depth of initial water filling, 1 Z- inches above hole bottom.
Method used to maintain at least 12 inches of water Jcpth in hole for at leant
4 hour* A t o
Percolation test readings nude by �[('�d�.�/ d on
starting at C9.'oo —p.m. . M"ximum water depth above hole
(date)
dueiug Lust, 15 inches.
Timm
C)C
'rime
lnturv.l,
hinueca
Muahuranw nc.
lnchcs
0
Drop in water
lcvcl. inehea
Percolation
rate.
oLnutbs per
inch
Remarks
F.'Zo
-s
PEA 11
Z Z
g•.30
8
9.'3o
30
PERCOLATION TEST DATA SMELT
Toot hole location " X S �� � ?Z.Hole number
Date test hole was prepared t/-/ /— �S� Depth of hole bottom, /Z inches.
Dlamecer of hole. (-o inches.
Soll.daca from test hole:
Depth. inches
Method of scracchinR s idewall AUAe l d A;*,
Soil texture
Depth of pea -sized gravel in bottom of hole. ? inchee.
Date and hour of Initial water filling iz/-/q ,-Af- /Q :.iG
Depth of initial water filling. /Z inches above hole bottom.
Method used to maintain
J ac cast 12 inches of water depth in hole for at least
�7 4 hours `/ -O
Percolation test readings made by C on
scartind ac E,p a.m. . MUximum water depth above hole
(date)
during Lust, v inches.
Tieae
00
•1•im'.
Incerv.l.
Minut.:s
Mcaeiurtnicnt.
Lnchcs
��
Drop in water
lvvul. inclle�
Percolation
rate,
minutes per
inch
Remarks
30
;o
, �lrSv
�• ��� S�
1
��
co
o
PERCOLATION TEST DATA SHEET
Test hole location Z (v0 /b Y Hole nw%ber S�`C_E� T �X
Date test hole vas prepared Depth of hole bottom, �Z Inches.
Diameter of hole, inches.
Soll.daca from test hole:
Depth, inches Soil texture
iZ ,.cam ZoAIt—,
Method of scracchinK sidewall
d a d,i;
Depth of pea -sized gravel in bottom of hole. C__ inches.
Date and hour of initial water filling 9S' O
Depth of initiiii water filling. Z inches above hole bottom.
Method used to matneain/at least 12 inches of water depth in hole for at leases
4 hours u D
Percolation test readings made. by St!/EG+�t�� on
'L// ecartind ,,c Maximum water depth above hole
(dace)
duris►g curt. Inchus.
Tiow
T i
lncs!rval, I
Mins+tur.
Kea nunc.
+% ` :s
Percolation
Drop in water r:ste,
luvul, inches minutes: per
inch
Remarks
Q•o o
�
LAYOUT OF PERFORATED PIPE LATERALS rilR
PRESSURE DISTRIBUTION IN MOUND
PERFORATED PLASTIC PIPE
A�fN1,
PERFORATIONS SPACED 30" OR 36* E RATION
ON CENTER. PERFORATION- PiRFO
VIEWSIZE MAY 6E 3/�6. 7/32, 16
OR /4* .
MANIFOLD
PIPE
PERFORATIONS ON BOTTOM OF
PLASTIC PIPE •.
END CAP 10•4
or PERf
- IALTERNATE LOCATION
OF PIPE FROM PUMP)
PIPE FROM
PUMPING 0"BER
-14
TEE TO TEE LATERAL-- MANIFOLD CONSTRUCTION
Topsoi I
• •' • Loamy Sand Backfil I ' ••
j�• '.
IZ-Inch Layer
of
Clean Sand
'•'•��
Grass Cover
Hay or Straw Covered
by Layer of Red Rosin
Paper (or nylon fabric)
-Perforation in Cap Near
Crown of Pipe
-Perforations at Lateral
Invert
Rock Layer
DIKE WIDTHS FOR SEWAGE TREATMENT MOUNDS
1Z
I�
I h2 ... .tiih t I
�d 2- W d t
SR = Slope Ratio of horizontal distance per 1.0 foot vertical
s = l ^ndslope in percent (feet per 100 feet)
ht = Depth of mound on upslope edge of rock bed
h2 = Depth of mound on downslope edge of rock bed
W = Width of rock bed
dt = Upslope dike width
d2 = Downslope dike width
FORMULAS
d, ht SR d2 = h2 SR h h + W ( s )
[I + I00 SR] �I I SR] 2 t100
FROM
SEPTIC
TANK
/-PUMPABLE
CAPACITY
AT LEAST
75 GALLONS
PIGGY BACK PLUG IN WEATHER
PROOF ENCI.OR,,URE-OR LOCATE
IN HOUSE BASEMENT
POWER SUPPLY '
CONTROL WIRE
PUMP POWER CORD
247 MANHOLE
j PLASTIC ROPE OR CHAIN
WITH ANCHOR -�
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT
RESERVE CAPACITY
AFTER ALARM SOUNDS
START LEVEL
3
SHUT - OFF LEVEL _ V
T
12 =180 MINIMUM DEP.-H
ALARM WIRE
MANHOLE COVER SECURED
TO PREVENT UNAUTHORIZED
ENTRY
I
UNION OR OTHER
QUICK DISCONNECT
FITTING
PIPE IS LAID ON A
UNIFORM SLOPE FRO64
PUMP STATION UP TO
SOIL TREATUMT AREA
FOR PROPER DFUUNBACK
1
v
F—i.
LAYER OF GEOTEXTILE
FABRIC —�
GRASS COVER \�
CLEAN SAND FILL
MAXIMUM SLOPE —;
3 TO I
TOPSOIL Z PLOWED OR
SUBSOIL DISKED SURFACE
LOAMY SAND CAP
—PERFORATED LATERAL
6 INCHES
TOPSOIL
I CLEAN ROCK 4'
3/4 TO 21/2 INCHES
CROSS SECTION A - A
PIPE FROM
PUMPING CHAMBER
- 1
W i
O
PERFORATED In
LATERALS I
�I
BED AREA
� W
+ I J
+
N
W W I m
-
� z � 2
20 I o_,f_o I 20
INCHES I q v INCHES
I I
DIKE --- 0 FEET__DIKE—
MAX.
TOTAL WIDTH
PLAN VIEW
SLOPE
INSULATED
PIPE
CLEAN
OUT -
LOCATE THE SEPTIC T/
NEAR THE MAIN SOU RC
OF SEWAGE
6" TO 12" OF
EARTH COVER
TO SOIL
TREATMENT
NO CLOSER UNIT
THAN 10 . �` . _ _,___
'1
i
SANDY LOAM SOIL---�
J
LAYER OF STRAW OR
MARSH HAY COVEREDWITH RED ROSIN PAPER
PIPE FROM PUMP -'_�•= % i
.10
CLAN FfOCK 1'-
G' TOPSOIL/
t _
_ LATERALS
.• rr
g Mqx. I 4
l
r/.
' OivERsiON FOR
SURFACE WATER
/f
c oPCs AN
Aly
j..;,
KLAy
EG Up `-�-•.: _ : ; --_�.� - . ..
IElf� Y
ER
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