HomeMy WebLinkAbout1993-06-28 Septic System Design Report•S-P TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
Taylor Residence
Bruce Schmitt 6 Assoc.
Long Lake Rd.
Orono, Henn. Co., MN
June 28, 1993 RECEIVED
,I I it 0 t 1993
a�
This On -Site Sewage Treatment System is Designed for a Type 1, six
bedroom home in accordance with the Minnesota Pollution Control
Agency Chapter 7080 anti local ordinances.
The soils on this site are SCS soils mapped - HbC - Hayden loam.
A seasonally high water table was located Zt 26" to 34", (mottled
soil). 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 wat^.r
table.
The soils at a depth of 12" have a percolation rate averaging
10.6 min/inch and are a3egrate For treating septic effluent.
A pumping chamber will ne-•d to be installed to lift the effluent
to the treatment area.
The manifold and supply line pipes 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 clear.. The sod layer below the
entire mounded area must be turned over, just break up the sod, `e 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 greater than 100' away from the
proposed treatment area.
CONT'D
Taylor Residence
Bruce Schmitt & Assoc.
Long Lake Rd.
Orono
(2)
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. Smaller amounts of laundry
soaps, dish soaps, cleaning agents, etc. are better for the system.
Antibacterial soaps & chlorine agents may kill the bacteria needed
to treat septic effluent properly. Additives are not recommended,
they may cause harmful damage to your system. Recommend to pump
& clean your tanks by a certified pumper every year if you have
1 tank & every 2 years if you have 2 tanks to insure proper
maintenance.
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated ' r, r) gpd (seepages D-7 or I-3, 4, 5)
or measured _ gpd x 1.5 = -
B. SEPTIC TANK LIQUID VOLUMES
a _ 0 gallons (see pages C-3 or r-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = _Z_ -t inches
2. Depth of percolation tests = inches
3. Percolation rate mpi
4. Land slope - %
D. ROCK LAYER DIMENSIONS
I. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
y gpd x 0.83 sq. ft. / gpd =) y 2 sq. f t 4 : -
2. Select width of rock layer (10 feet or less) _ /% ft.
3. Length of rock layer = Area + Width =
`, a ► sq. ft. + I_ ft. = <K D _ ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
?H-) sq. ft. xi � ft. cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
1.uLtj cu. ft. + 27 = Q -7_ cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
cu. yd. x 1.4 ton/cu. yd. = y I tons.
F. ADSORPTION WIDTH CL_A" tv;+ -
1. Percolation rate in top 12 inches of soil is mpi
2. Select allowable soil loading rate from table on page E-;
I q, - gpd / f t2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20gpd /ft2+ .L-) 5 gpd
/ft2=
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
2 -�x i ft = ft
Eatialmed Sewage Flows itr Gallons Per day
(gpd)of
n.e.. �.,]
Ty 1
Type II
Type III
T�pe
Rock Bed
•t•I•I•/ hJ•I•IN.WP7•I•� I
dth S10 R.
•=- Length
Absorption Width Sizing Table
rwcoto iae ltare
in Min" M pa
Inch IMYI)
Sal Teature
lowktr»
per day per
urge (am
I Ratio of
Akaorpion rkkh
to Rock LAM
W11111h
F34W than 0.1
corms Sand
0.1105
Sand
1 "0
1.00
0.1 a S ••
Sand ••
0.60
2.n0
6.. IS
andFmc
Sy Loun
0.79
1.52
16 to .10
Loom
0.60
2.00
31 to45
Sill Loam
0.50
2.40
36 to 60
Clay Loam
0.45
2.67
60 to 120
Clay
0.24
SAW
Slower than
Clay
-----
.....
120•••
G. DOWNSLOPE DIKE WIDTH
L If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minin- um downslope dike toe for
absorption:
:.7 ft -1Q ft = 1 yJ feet
2.
Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation J. v feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
x : % + 100 = . _� feet
c. Add depth of clean sand depth of clean sand for
separation at upslope edge (2a) to depth of rock layer to
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
_,(:' ft + 1 ft + 1 ft = -_ feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of ,r; .3-1
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: 3.y x _ _ofeet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
3. n + . S = 3.S feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of S.D
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: ,75 s- x -5- _ )j feet
i. Compare the values of step G.1 and Step G.2.h. Select the
greater f the two values as the downslope dike width;
feet
j. Total mound width is the sum of upslope dike
width plus rock layer width plus downslope
dike width;
-I-L. ft + Z_ ft + ) ci ft = / feet up-w
k. Total mound length is the sum of upslope
dike width plus rock layer length plus
upslope dike width;
ft+ ft+ "eft= 1L��. feet
I bu c-
Do
V�
Tad Is"Sth
1 1 cl
kl It
W71/ 0p!
5:1
fill
7-1
31
4.1
5:1 0�
fill
71
/:1
% dop
0
310 6.0
5.0
60
7.0
30
6.0
5.0
60
7.0
/A
1
30 6.17
5.2L
63/
7 S)
2 91
3.ai
6.76
5."
6_
7 41
2
3.19 6J5
5.56
6/2
/ 14
2..33
3.70
54
5.36
6.14
6.90
3
330 656
5.//
7.32
/.66
2IS
3-37
6.15
S.0/
5.79
6.65
6
3.61 C76
US7.0
9.72
2.66
3.65
6.17
4 ,
5.65
606
S
6
3S/ S.0)f;
3,1 '� 5.26
6"
/.57
10 77
261
`T W)
6.00
1 62
5 19
5.71
7
7.16
9)S
12 07
2 ;j
3.23
3 9S
4 11
493
S 41
33Q SS6
7.69
1ON
1373
2 A
3 12
3.70
6 23
470
S 13
/
3.16 S.//
&33
1 I S6
1591
. 42
3.03
3S7
6 0S
6 49
6.//
9
6.11 l8
9.09
13A6
19.92
2.36
LOG
3.65
3.90
6.30
6.6s
10
fib 6.67
lob
15100
2333
231
2.K
3-33
3.75
6.12
6.M
11
6.0 7.16
11.11
17.65
3043
226
17/
3.23
3.61
3.95
626
12
6.M 7.69
1230
2143
4375
2 21
270
3 12
149
300
6 (0
S 1-c�-
G. DOWNSLOPE DIKE WIDTH
I. If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
U, > ft- ii✓, ft = If feet
2.
Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation i, c.,� feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
_ x _% + 100 = feet
c. Add depth of clean sand depth of clean sand for =fi " = 4. U" DA.
separation at upslope edge (2a) to depth of rock layer to !
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
0 ft + 1 ft + 1 ft = '.. feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: x---- feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
c) + 0 = :� . (_ feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of r
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: ., x = 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;
1 feet
.•, . ;...,..:.,,:,.,;, ;;,. .t3111 wider ••"'::�:=:. •.
j. Total mound width is the sum of upslope dike
width plus rock layer width plus downslope
dike width;
_1�) ft + 10 ft + I-)_ ft = -t feet up.wpe wl. wldln�� :'u :'ar: WW
k. Total mound length is the sum of upslope
P Pe
dike width lus rock la er len th lus `'" °°`"'''°P' �"` W1d'h
P -�"1-
P Y g
upslope dike width;
P Pe
I ft + q I ft + -12 ft = 1 I , feet �1
1+ Taal Length
3:1
4:1
wns ope
5.1
&1
71
31
{1
A CrpC
61
71
6.1
1< dope
0
1.0
4.0
S.0
♦0
7.0
30
4.0
5.0
60
7.0
l0
1
1.09
{17
S.26
6.3/
753
291
395
4.76
S."
654
7 /1
3
3.19
4.3S
556
&V
/.14
2!U
170
{.5{
S.36
614
6.90
330
{s{
S.r
7.32
/"
2 75
3.57
4.35
5.06
5.79
6 6S
{
1
3.41
353
4.7
SW
a25
667
LM
•1-7
9.72
1077
266
261
3.45
333
4.17
{00
{6{
{62
5.46
519
606
S71
6
)i6
5 x
7 14
9.36
12 07
2 i1
323
3 /5
{ 41
{ 93
541
7
32n
S.36
760
10.34
1373
2 38
3.12
3.70
, 23
{ 70
5 13
/
395
5.16
/-1
115{
15 91
2 {2
3.01
357
{ aS
{{9
♦�
9
{.II
l25
9.00
1306
1/.92
236
2.94
US
3.90
630
AS
10
{2/
l67
100
1S.00
2313
231
236
3M
375
{12
{.M
11
{.{/
7.14
II.11
17.65
30.43
2211
278
3.23
361
3.A
{26
12
4i9
7 69
1150
2143
.) 75
2 21
170
3.12
349
3 1b
408
A. Determine pump capacity:
Gravity Distribudon
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 2,700
gallons per hour (45 gpm) to prevent bulld..lp of pressure in drop box.
Pressure Distribution
3. a. Select number nf perforated laterals
b. Select perforation spacing = ft.
c. Subtract 2 ft. from the rock layer length.
1Z - 2 ft. = ft.
d. Determine the number of spaces between perforations.
Length perf. spacing = c, ft. + - • ft. = ? -- spaces
e. ') spaces + 1= = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations.
Qx U 4 Ll perforations.
gx=1�gpm
SELECTED PUMP CAPACITY W-)_ gpm
S. Determine head requirement:
Elevation difference between pump and paint of discharge.
�)`- (_Z feet
2. If pumping to a pressure distribution syste.:., idd five feet for pressure
required at manifold
<� feet
DO POWOMYNAI OF A PERFORATED LATERAL
ara cow
Tyrll
.:
L4yW N 6064Uw Rena for hr
-.� LM_V aw tars ,": �w. wow.. o...d
mil. 1Wi O WO"Wimp"
At LOWO ft* 16 Ed"
of ft" Loper
. P.N.01" Law d I
CI=a a.a Leperaww a1 lNo�t
0M .w 'r=.'�'I'.�'"'""
TABLE OF PERFORATWN DWHAXES IN Q%
Head Perforation d4uneW Onchn)
1/=
1/•
lift
0s6
0.74
Is
OA9
0.90
2.0b
O.AO
lift
2s
0d9
1.17
3.0
0."
129
4.0
1.13
1.47
SO
126
1A9
BUM 1 O loot of Bead for raaideatid syata.'06
bU- 2-0 foal of hood for other asta 461,-
3. Friction loss Pipe LAm8th
a. Enter friction loss table with gprr. and pipe diameter. point of D
Read friction loss in feet per 100 feet from table. I ", 1 -
F.L. = 3 " (. ft./100 ft of pipe pr,.io, Diffenmm
b. Determine total pipe length from pump to discharge pip q�^
point. Add 25 percent to pipe length for fitting
4.
loss, or use a fitting loss chart. Equivalent pipe
length -1.25 times pipe length at1`-10 x �'•z f =1
7Q_x1.25=feet •�
c. Calculate total friction loss by multiplying t L
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss = �, . Io x Y'r" +100 = �_ feet
Total head required is the sum of elevation difference,
special held requirements, and total friction loss.
(1) (2) (3c)
TOTAL HEAD _�_ feet
Pump selection
. A pump must be selected to deliver at least L gpm (Step A)
with at least �� feet of total head (Step B).
F-18b
1.5 inch 2.0 inch 3.0 inch
Frialaa 1a= ear 100 A of pipe
10
0.69
0.20
12
0.96
0.28
14
1.28
0.38
16
1.63
0.48
18
2.03
0.60
20
2.47
0.73
0.11
25
3.73
1.11
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
0.92
CERTIFICATION 4 00627 Logs of Soil_ IIorinYS
Location or Project Taylor Res. Bruce Schmitt & Assoc.Long Lake Rd.Orono
Borings made by S-p Testing, Inc. Steve Schirmers Date 6-21-93
Classifiction System: AASHO USDA-SCS X Unified Other
Auger used (check two): (land X , or Power , Flight or Bucket X
Depth,
Boring number 1
Depth,
Boring number 2
in
feet
Surface elevation 976.2
in
feet
Surface elevation 977.8
0 -
0 -
-- --
-- —
Topsoil dark brown
Topsoil dark brown
loam
sandy loam
1 -
0 - 1'2"
1 -
0 - 1'2"
Brown sandy loam
1'2" - 1'10"
Brown sandy loam
Brown clay loam
2 -
2 _
1'10" - 2'4"-MOTTLED 2
4
3 _
Rusty olive brown
clay loam
3 -
1'2" - 2'10"-MOTTLED 2
Gray 2'10" - 3'2" brQomsan
2'4" - 3010"
Rusty gray brown clay loam
3'2" - 3110"
Rusty olive brown loam
Rusty gray brown loamy
4 -
4 _
3110" - 4-1/2'
3'10" - 4-1/2' coarse
Rusty brown loamy sand
Rusty gray loam
5 -
4-1/2' - 5'
5 -
4-1/2' - 5'
6 -
6 -
7 -
7 -
8 -
8 -
I
End of boring at 5' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
2'4"
Observed at feet of depth.
Not present in hole
Comments:
End of boring at 5' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2'10" feet of depth.
Not present in hole
Comments:
10"I
i
CERTIF-ICATIO14 4 OU627 Logs of Soil Borings
Location or Project.TAylor Res.R"yCe Schmitt & Assoc.Long Lake Rd.Orono
Borings made by S-P iestinq, Inc. Steve Schirmers Date 6-21-93
Classifiction System: AASNU_ _; USDA-SCS X Unified Other
Auger used (check two): (land X , or Power Flight or Bucket X
Depth, Boring number 3 Depth, I Boring number 4
in
feet Surface elevation
0 -
2 -
3 -
Topsoil dark brown
loam
0 - 1'
Brown sandy loam
1' - 2-1/2'-MOTTLED
Rusty olive brown. 2-1/2'
sandy clay loam
2-1/2' - 3'4"
Rusty olive gray
4 _ clay loam
3'4" - 4-1/2'
Rusty olive brown sandy
5
loam w/4-1/2' - 5'stff�ef
-
6 -
7 -
8 -
End of boring at 5 feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2-1/2 feet of depth.
Not present in hole
Comments:
in
feet
An
2 -
3 -
4 -
5 -
6 -
7 -
8 -
Surface elevation 988.6
Topsoil dark brown I
sandy loam
0 - 1'
Brown sandy loam
1' - 1'8"
Brown sandy loam to loam
1'8" - 212"-MOTTLED 21,0
Rusty brown sandy
loam
2'2" - 3'4"
Rusty brown sandy clay loam
3'4" - 3110"
Rusty brown sandy
loam
3'10" - 5'
End of boring at 5 feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 212" feet of depth.
Not present in hole
Comments:
CERTII'ICA'rIoi4 4 00627 of So 1_ f3oring5
Location or Project Taylor Res.Bruce Schmitt & Assoc.Long Lake Rd.,Orono
Borings made by S-P Testing, Inc. Steve Schirmers Date 6-21-93
Classifiction System: AASHO USDA-SCS X Unified Other
Auger used (check two): (land X or Power Flight , or Bucket X
Depth, Boring nl:mber 5 Depth, Boring number 6
in in
feet Surface elevation 988.1 feet Surface elevation 988.5
0 - --- 0 - - -
Topsoil dark brown
0 - 10" sandy loam
Brown sandy loam
1 -
10"- 1'8"
Brown clay loam
2 -
118" - 212"
2-1/21-MOTTLED Brown sandy
202" - 2'8" loam
Rusty olive brown
3 -
2'8" - 3'8" clay loam
4' - MOTTLED STRONG
4 -
Rusty olive brown
loam
5 - 1 3' 8" - 5'
6 -
7 -
8 -
End of boring at 5' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2-1/'feet of depth.
Not present in hole
Comments:
Topsoil dark brown sandy
0 - 8" loam
1 _ Brown sandy loam
8" - 1'4"
Brown clay loam
2 -
1'4" - 2'8"-MOTTLED 2'8
3 -
Rusty olive brown
loam
4 -
,Q" _ SI
5 -
6 -
End of boring at 5' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2'8" feet of depth.
Not present in hole
Comments:
CERT.;00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 6-22-93 2 : 3 6
Percolation test readings made b% on starting at m.
Taylor Res.,Long Lake Rd. 1'' 6-2 -
Test hole location , Hole number Date hole was prepared
Depth of hole botton+ 12 inches. Diameter of hole 6 inches
Soil urea from test hole:
Depth, incl es
Soil texture
0 — 12" Topsoil dark brown loam
Method of scratching sidewalt Knife
Depth of gravel in bottom of hole 2 inches
6-21-93 10:00am 12
Date and hour of initial water filling , Depth a` 00a.. %&-ter filling inches above hole bottom
Method used to maintain at least 12 inches of water depth in +i f • .s .:east 4 hours__ Automatic siphon
, Max.....u.,, water depth above hole bottom during test 6 inches
ime
Time
interval,
minute:.
Measurement.
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
2:25
pref ill
6
2:36
3:06
4-3/4
6.3
30 min
3:17
3:47
4-7/16
6.i
"
3:48
4:18
4-1/4
7.1
"
Percolation rate = 6.7 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
a.m.
Percolation test readings made by S—P Testing. Inc. on 6-22-93 starting at 2:37 pm�
,em.,
Test hole locatio Taylor Res . Long Lake Rd. Hole number 2 Date hole was prepared 6-21-93
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
Method of scratching sidewall Kn i f e _
2
Depth of gravel in bottom of hole inches pp
Date and hour of initial water filling 6— 21— 9 3 ]�ptb 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
ime
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2:25
prefill
6
2:37
3:07
5-1/2
5.5
30 min
3:16
3:46
5-3/8
5.6
"
3:49
4:19
5-1/4
5.7
"
Percolation rate = 5.6 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Inc.
S—P Testing, 8
Percolation test readings made b�• on 6-22-93 start2:3
starling at p.m.
Tti.,, _or Res.,Long Lake Rd. 31m,.t 6-21—
Test hole location--' Hole number . Date hole was prepared
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0 — 12"
Method of scratching sidewall Kn i f e
Soil texture
Topsoil dark brown loam
Depth of gravel in bottom of hole 2 inches
6-21-93 10:00am 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 1; inches
-: ime
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2 : 3 8
prefill
6
2 : 3 8
3:08
2
15.0
30 min
3:15
3 : 4 5
3:50
4:20
Percolation rate = 15 . 0 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made b S—P Testing, Inc. on 6-22-93 a.m.
fAW)g y -startingat 2: 3 9 < 1
Taylor Res.,Long Lake Rd 4 �, 6-21-93
Test hole location flole number , Date ho _ was prepared
Depth of hole bottom 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
Slethod of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches QQ
Date and hour of initial water filling 6— 21— 9 3 Depth oT tnuial 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 inches
irne
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
Water remaining
in test
hole
2:39
3:09
6
2-1/4
13.3
30 min
3:14
3:44
2-1/8
14.1
"
"
3:51
4:21
2-1/8
i .,.1
Percolation rate = 13 . 8 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 6-22-93 2:40 a.m.
Percolation test readings made by on staving a .
Taylor Res.,Long Lake Rd. 5 6-2 —
Test hole location , Hole number Date hole was prepared
Depth of hole bottom 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0 — 10"
Soil texture
Topsoil dark brown sandy loam
10" - 12" Brown sandy loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
6-21-93 10:00am 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 6 inches
.: ime
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2:25
prefill
6
2:40
3:10
2-1/4
13.3
30 min
3:13
3 : 4 3
" "
3:52
4:22
"
Percolation rate = 13 - 3 minutes per inch.
CERT.$00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc. on 6-22-93 starting at 2 : 41 - P m
fm,,,
Test hole location Taylor Res.Long Lake Rd. 6 6-21-93
. Hole number ,Date hole was prepared
Depth of hole bottom 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0-8"
8" — 12"
Method of scratching sidewalt Knif e
Soil texture
Topsoil dark brown sandy loam
Brown sandy loam
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 6— 21-9 3 lAuePA VInitial 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
ime
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2:25
pref111
6
2:41
3:11
"
3-3/8
8.9
30 min
3:12
3 : 4 2
"
N
w
N N
3 : 5 3
4:23
"
"
"
" N
Percolation rate = 8.9 minutes per inch.
PERFORATED
LATERALS
SANDY LOAM SOIL
AY OF GE T XTILEOR 2-
}iV
E ROM PUMPIIV� / �' / •'
Z R CI�AN OCK DIVERSION FOR
6' TOPSOIL.' /; ' / /� % SURFACE WATER
.LEAN / ' l:;c.•::.i�;L'�
Sgflq FILL
UP
R
B�,jyAgruRAL �.
LAYER
LAYOUT OF PERFORATEO PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUNO
PERFORATED PLASTIC PIPE
FEWORATHMIS ✓ram
ON CENT[RfA�IOM �36* PION
END SIZE MAY K K; iu .. X
VIEW CR Ip• 1
z'MAwIFao
PIPE
PERFDRATSIDNS ONPIPE BOTTOM OF
P ATIC
`� = � (ALTERNATE LOCATION
OO�F iPIPE FROM PIMWI
END CAP
LATER��
pR�fEp 2PIPE FROM
of K� PUMPING CHAMBER
LAYER OF GEOTEXTILE LOAMY SAND CAP
FABRIC PERFORATED LATERAL
GRASS COVER 6 POCMES
:LEAN SAND FILL TOPSOIL
MAXIMUM SLOPE -� J
S TO I (L
TOPSOIL PLOWED OR JrA TOEAN ROCK
DISKED SURFACE
UBSOIL
CROSS SEL rION A - A
-- PIPE FROM
PUMPING CHAMBER
PERFORATED I I�
Z. LATERALS I
BED AREA I
TI erg+ 10 I
IN HET I
- I I -
DIKE--,-j_JO FEET—OIKE--+
_ MAX.
TOTAL WIOTH =+t
ENO PERFORATION OF ♦ PERFORATED LATERAL
��� Mr VH► LA a M Goob"We F.Mk hPAW-
.� T—wAI~
1 WAS
C MAIlII IW IIMNII,
.. slo
N a to Loa
-►a w.Nlw LwW .1
CNM SMt Larw Lolaa
F•-x
REDWOOD CEDAR OR
WATER TIGIIT 9 LOCKABLE ELECTRIC BOX— TREATED -POST (4 x 4 mIn)
PLUGS OR ELECTRIC CONNECTIONS — — �IIII�&EC�T_RIC CONNECTIONS MADE
2• PVC CONDUIT SCHEDULE 00 6'SPACE LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED 9 LOCKED, SETTLEMENT
SEALED MAM40LE RINGS , ciNei rowne
SEALED TANK COVER —
PLASTIC ROPE OR CHAIN
WITIT ANCHOR --��
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT--
START_ LEVEL
SHUT.- 9CF_) E -El-7 _ —
PUMP CONTROL FLOAT
r AT LEAST 12.
.4LOW GRADE
—1— WIRE FROM POWER SUPPLY
pP�IJP�EpIS LAID ON�pA UNIFORM SLOPE FROM
FOR pWORA1N8ACK IL TREATMENT MEA
- IF PIPE AT TANK MUST BE LOWER THAN
UNION. TO GET ELEVATION FOR DRAINBACK.
A 1/4 INCH WEEP HOLE MUST BE USED
— WEEP HOLE
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
MUST NOT RUN OVER AN( TANKS BUT
ANKS
ANDBE LAID MUSTBE PLACED INOER CONDUIT
NDNUUS
ALONG POST
ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RIIN THROUGH
CONDUIT WIRES CANNOT HAVE GROUND
CONTACT
METAL
COVER
CONCRETE
MANHOLE
RING
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figurc C-14
Figurc F-K
VERTICAL SIDEWALL SEPTIC TANK
,,,,--FINISHED GRADE
AT LEAST- 6" T 12" $OIL AT4LEDAA T
4" DIA. COVER
�N I AT LEAST 1"
f.
• A DIMENSION FOR TANKS WITH VERTICAL_SIOES A '
1 t — _r—
WIDTH. W ?4 MINIMUM
LENGTH,. 2 TO TAMES THE _WIDTH
p DIAMETER GO MMIIMUM _j____
D_EPT!i_ 0 30 w�1PM'' �: 7e MAXIMUM C
• AT LEAST " g 6 _ MAXIMUM
3"
- A" LEAST 4 r tE r ---�
o"I' S '
/ SANIIAIIII ILLS AT Ir ASI A rKIIESr1CI Torn►wrntOtM1>•mMllR►OGAgDw011rrurlprts
or II(f09Y4ttKollEOl11arIf1MVIIDLES.Wif*SI f11E1NAIs1(Atr1MIlMslrrlOrtsf/11[M/YA[[
IIIyOIAS[III AIOlrICAlor111IIUINtIItI O All 10*0 nE OprtgtsAlill[011E010 TriKdI AOCEf1l
wKls • 9CI`MMItIdD10fNR; f�11MRlMiWOr MIT r" AND
S AM rAPLCIr7MPrY OF AI LEASI• 1001:199f%ME IUI M[AfOST/OEII OIBKII[fiY�l 14 w1ESS"NOW40"
0IIAAIA0100 SIIALI III LOCA110rARnODIN 111E MIT a11p ASL4E IIIAM I[MGQ!
AIAOlI11LI tXVSYt 11E CuOullr{0r 11l on-icium s orOn1101s2N111A evorM1[mII 1AM1301(IK.tJMAyr11D
Prls 111A11 at jig &AAF As llrt CErlln 1 r1I nPl IE AND 01/"SON C 14 s 110,
LW rLt 0I(Nr10SOlI%AlrlAIIr ILLS A 111rr)WMICIC"
1'6'E MET M IOCAIIu (! Ir1T rM 111 rAt 11Wstrlll f l
Dlvrut —
MET - Si:Pr SCUM dww^
OUTLET
�
r
' ' �.T LEVEL • A•
. `%
f►
Y
_ SCUM CLEAR SPACE � 1
CLEAN OUT TANK W►EN:
_T
X IS 3r OR LESS OR
*W IS 12' OR LESS
DISTINGUISHES SLUDGE
i' SLUDGE
'";:. •.
LAYER FROM LKK40
MEASURE SCUM AND SLUDGE
ACCUMULATIONS
IN THE SEPTIC TANK
A. Determine pump capadty:
✓Gravity Distribution
1. Minimum suggested is 500 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 2,900
gall ns 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 = -' it.
c. Su 2 it. from the rock layer length.
-2it. = ;in_ft.
d. Determh* the number of spaces between perforations.
Length perf. spacing = 9 C it. + -? it. = a '-� spaces
e. 5� 1) spaces + 1= y perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total nu of perforations.
x _ gW perforations.
g. `-Ia" x _L4') gpm
SELECTED PUMP CAPACITY '-1'7 gpm
B. Determine head requirements: -
Elevation difference between pump and point of discharge.
�i`- f, I feet
2. If pumping to a pressure distribution system, add five feet for pressure
required at manifold
feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
Read friction loss in feet per 100 feet from table.
F.L. _ ? . (- ft./100 ft of pipe
b. Determine total pipe length from pump to discharge
t Add 25 roarlt to i Ie th for fittin
DO PERORATION OF A PEAFonATM LA►TEAAL
er. cam
ram 1...
'too* 99.514d
r�i6 «-
to
s oY le 9dP
ter
TAKE OF PERF40RAMON DSCiiAPZiS PI CPM
Herd Perforatkm dhowier Onclrrl
V.
1/4,1JU
' 036
074
13
OA9
0.90
2.Ob
0.80
1.01
23
0M
1.17
3.0
098
129
4.0
1.13
1A7
SD
126
1.6S
rUss lA foot of hnd for lasidel►tial syslesrI
bUse 2A feet of herd for other esubllsh rmb
pot" . pe p pe g g e uu.t'N
loss, or use a fitting loss chart. Equivalent pipe ti
CJ.:
length -1.25 times pipe length = ..:
1 1v
_ x 1.25 = )1 4l feet I ray
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss - - • ( - x 1 1 Y -100 = 4 feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
(.- + )
(1) (2) (30
TOTAL HEAD I feet
Pump selection
A pump must be selected to deliver at least gpm (Step A)
with at least J.5"' feet of total head (Step B).
Pipe Length
t-
Point of Dischar=e
Elevation DifTctettce
Pump ' . "
11 F-18b
1.5 inch 2.0 inch 3.0 inch
gprn Frkd= tou per 100 n of rip
10
0.69
0.20
12
0.96
0.28
14
1.28
0.38
16
1.63
0.48
18
2.03
0.60
20
2.47
0.73
0.11
25
3.73
1.11
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
0.22
13
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CD
m
4A
kQ
C D 4
cr
9
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o
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o A_ C� o
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ro 1
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0s
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=
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8
A
AA
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Z
t
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rrnn
3
r
3
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ry
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A
Location or ProjectTaylor Residence,550 East Long Lake Rd., Orono
Borings''made"by s-P Testing, Inc. Steve Schirmers _ Date 9-24-93
Classifiction System: AASHO USDA-SCS X Unified ; Other
Auger used (check two): Hand X , or Power , Flight , or Bucket X
Depth, Boring number 7 Depth, Boring number 8 e 8A
in in
feet Surface elevation 974.3 feet Surface elevaticn979.7-980.1
0 - -- - --- --- -- 0 - - ---
Topsoil dark brown loam
0 - 8"
Gray 8„ _ 1, brown loam
2 -
3 -
4 -
5 -
7 -
D>
Topsoil Clark brown
sandy loam
0 - 1' 2"
Brown sandy loam
1'2" - 212"
lwyog�ay 2'2" - 2-1/21-NOTTIA9
Rusty olive brown
2-1/2' - 304"clay to
Rusty olive brown sandy to
314" - 3'10"
Rusty gray clay
loam
3'10" - 5'
End of boring at 51
Stanu no %:,'-er table:*
present at _ foot cif depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2-1/2'feet of depth.
Not present in hole
Comments:
2 -
3 -
Brown clay loam
1' - 2'4"-MOTTLED 2'4"
Rusty olive brown
clay loam
214" - 3110"
4 -
Rusty olive brown
loam
3'10" - 5'
5 -
7 -
End of boring at feet.
present at� fyet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 214"
Not present in hole
Comments:
feet of depth.
• 1, 1 �
1. I
Location or Project Taylor Residence,550 East Long Lake Rd.,Orono
Borings amade by S-P Testing, Inc. Steve Schirmers Date 9-29-93
Classifiction System: AASHO USDA -SC S X Unified Other
Auger used (check two): hand X or Power, Flight
, or Bucket X
Depth, Boring number_.--,--- �_ Depth, Boring number 10
inin
feet Surface elevation_ 982.1 -d feet Surface elevation 983.6
0 - -
Topsoil dark brown loam 0
0 - 10"
2 -
4 -
5 -
6 -
7 -
Giay brown sandy
loam
10" - 212"-MOTTLED 212
Rusty gray brown sandy loaf
2'2" - 3'
Rusty olive brown
sandy clay loam
3' - 4'2"
Rusty olive brown
loam
4'2" - 5'
End of boring at 5' feet.
Standing eater
present at feet of depth,
hours after boring.
Not present in hole
Mottled soil:
" '2
Observed at 2feet of depth.
Not present in hole
Comments:
Topsoil dark brown
sandy loam
1 - - 112N
BE?iY Tuffi-T112" - 1'8"-MOTTLED 1'F
2 -
Rusty olive brown
clay loam
3 -
4 -
im
6 -
7 -
M
118" - 314"
Rusty olive brown
loam
3'4" - 414"
Rusty brown loamy sand
4'4" - 5'
End of boring at 5' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present ii. hole X
Mottled soil:
Observed at 1'8" feet of depth.
Not present in hole
Comments:
Location or Project Taylor Residence, 550 East Long Lake Rd., Orono
Borings 'made"by S-P Testing, Inc. Steve Schirmers Date 9-29-93
Classifiction System: AASHO USDA-SCS X Unified Other
Auger used (check two): (land X or Power Flight
or Bucket X
Depth, Boring number. 11 Depth, Boring number
in in
feet Surface elevation 982.5 feet Surface elevation
J- -- --- ------ 0
Topsoil dark brown
0 - 10" loam
-
Brown sandy loam
2 I 10" - 2'8"-MOTTLED 2'8"
Rusty brown sandy loam
3 - 218" - 312"
Rusty olive brown
4 _ clay loam
312" - 418"
Rusty4'8" - 5' brgo
5 Rmsandy
-
6 -
7 -
End of Loring at 51 font.
Standing •.:at_r tal:'•t,:
present at. f:_,_t D`
hours after boring.
Not present in hole. X
Mottled :,r'il:
2'8"
Observed at feet of depth.
Not present in hole
Comments:
2 -
M
4 -
5 -
7 -
8 -
End of boring at feet.
Standing air,t.er Viable:
present at feet of depth,
hours after boring.
Not present in hole
Mottled soil:
Observed at feet of depth.
Not present in hole
Comments:
CERT.#00627
. A. , s ' PERCOLATION TEST DATA SHEET
Percolation testreadingsmadeby S—P Testing. Inc. on 9-25-93 startinga p.m.
urrr
Test hole location 50 East Long Lake Rd. Hole number lA , Date hole was prepared 9-24—
Depth of hole bottom- 8 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
0 — 8" Dark brown sandy loam
Method of scratching side 11 Knif e
2
Depth of gravel in bottom of hole inches
Date and hour of initial water filling 9 — 2 4 — 9 3 Depth of initial water filling 12 _inches above hole bottom
Method used to maintain at (cast 1' inches of eater depth in hole for at least 4 hours Automatic siphon
6
Maximum water depth above hole bottom during test inches
intc
Time
interval.
minutes
Measurement,
inches
Drop in %%ater
level. inches
Percolation
rate,
minutes per
inch
Remarks
Water rembining
in t4st
hole
4 :13 --
4 : 4 3
_6
' It
i---5-;-2
- I'
5. 5 7
Percolation rate = 160.0 Ronutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc. on 9-25-93 ctartingat 4:14 /�.,,1�
irm,,
Test hole location 550 East Long Lake Rd. . Hole number 2A , Date hole was prepared 9-24-9 ,
Depth of hole bottom 8 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
0 — 8" Dark brown sandy loam
Method of scratching sidewall Kn i f e
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 9— 24 —9 3 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 —
Nla• :mum water depth above hole bottom during test .inches
ime
Time
interval,
minutes
Nicasuremcnt,
inches
Drop in water
:cvel, inches
Percolation
rate.
minutes per
inch
Remarks
_Vja
4: 14
4
6
1 f 1 6
Percolation rate 4 A (] _ 1 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
3 a' S—P Testing, Percolation test readings made by g , Inc. o" 9-25-9starting a 4:15 m.
550 East Long Lake Rd. 3A#AM" 9-24—
Test hole location , Hole number , Date hole was prepareA
Depth of hole bottom 8 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
0 — 8" Dark brown sandy loam
Method of scratching sidewall Knif e
Depth of gravel in bottom of hole 2 inches
9-24-93 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— 6 inches
isle
Time
interval.
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
4 : 0 0
prefill
6
4:15
4:45
3-11/16
8.1 ,
30 min _
4 : 5 4
5 : 2 4 3-7/16
5:59 — 3-5/16
8.7 "
5:29
9.1
"
I
—
I
Percolation rate = 8. 6 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc . on 9-25-93 staningat 4:16 p.m.
550 East Long Lake Rd. 4A'A." 9-24—
Test hole location , Hole number , Date hole was prepare
Depth of hole bottom 8 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0 — 8"
Method of scratching sidewal l K n i f e
Dark brown loam
Soil texture
Depth of gravel in bottom of hole 2 inches
9-24-93 12
Date and hour of initial water filling , Depth of initial water fillinginches 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
'� irate
Time
interval.
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
4:00
pref ill
6
4:16
4:46
1-1/8
26.7
30 min
4:53
5 : 2 3
5:30
6:00
_
Percolation rate = _.2 6 • 7 minutes per inch.
CERT.#00627
' PERCOLATION TEST DATA SHEET
a.m.
Percolation test readings made by S—P Testing, Inc. on 9-25-93 �tartingat 4:17 —�
(&W)
Test hole location 550 East Long Lake Rd • Hole number 7 , Date hole was prepared 9-24-93
Depth of hole bottom 8 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0 — 8"
Soil texture
Topsoil dark brown sandy loam
Method of scratching sidewall K n i f e
Depth of gravel in bottom of hole 2 inches
9-24-93 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 %cater depth in hole for at least 4 hours Automatic siphon
Maximum water depth above nole bottom during test 6 inches
ime
Time
interval.
minutes
Measurement,
inches
Drop in Hater
level, inches
Percolation
rate,
minutes per
inch
Remarks
4:00
pre f111
6
4:17
4:47 jIt
4-1/8 1
7.3
30 min
4:52
5:22
13-7/8
7.7
"
5:31
6:01 i
I 3-7/8
7.7
"
Percolation rate = 7.6 minutes per inch.
CERT.#00'27
PERCOLATION TEST DATA SHEET
Percolation test readings Y smadeb S—P Testing, Inc. on 9-25-93 darting at4:18 a.m.
_ .m.
Test hole location 550 East Long Lake Rd. 5A �� 9-24—
Hole number , Date hole was prepared
Depth of hole bottom 8 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 — 8" Dark brown loam
Method of scratching sidewal
Depth of gravel in bottom of hole 2 inches
Da9-24-93 12te and hour of initial water filling . Depth of initial water filling inches above hole bottom
Method used to maintain at least 12 inche> of water depth in hole for at least 4 hours Automatic siphon
, 1laxintum water depth above hole bottom during test 6 inches
imc
Time
interval.
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate,
minutes per
inch
Remarks
Water rem*ining
in t st hole
4.18
4:4R 6
5:21 _ _—
1/8
240.0
30 min
4:_51 —_;
—
1/16
480.0
—
"
5:32
6:02
1/16
480.0
"
Percolation rate = 400.0 minutes per inch.
CERT.#00627
. 4 PERCOLATION TEST DATA SHEET
, Inc. 9-25-93 419
Percolation test readings made by S-P Testin 9 nn craning a :m.
550 East Long Lake Rd. 8 9-24-9
Test hole location , Hole number . Date hole was prepared
Depth of hole bottom 8 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
0 — 8" Topsoil dark brown loam
Method of scratching sidewall K n i f e
Depth of gravel in bottom of hole 2 inches
9-24-93 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
6
Maximum water depth above hole bottom during test inches
': ime
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
Water rem
ining in t
st hole
4:19
4:49
1/8
240.0
30 min
4:50
5:20
"
5:33
6:03
"
Percolation rate = 240.0 minutes per inch.
CERT.$00627
' PERCOLATION TEST DATA SHEET'
i
S—P Testing, Inc. 9-30-93 8:26 a
Percolation test readings made by %carting at m.
550 East Long Lake Rd. 8A """ 9-29-93
Test hole locatio" , Hole number , Date hole was prepared
12 6
Depth of hole bottom inches, Diameter of hole inches
Soil data from test hole:
Depth, inches Soil texture
0 — 8"
P" — 12"
Topsoil dark brown loam
Gray brown loam
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches
9-29-93 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 6 inches
ime
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
8:15
pref ill
6
8:26
8:56
2-9/16
11.7
30 min
9:03
9:33
2-1/2
12.0
"
9:34
10:04
2-1/2
12.0
"
Percolation rate = 11.9 minutes per inch.
CERT.#00627
. PERCOLATION TEST DATA SHEET
S—P Testing, Inc. 9-30-93 8:27 a.m.
Percolation test readings made by on starting at p.m.
550 East Long Lake Rd. 9
Test hole location , Hole number ,Date hole was prepare 9-29-93
Depth of hole bottom 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 — 10" Topsoil dark brown loam
10" — 12" Gray brown sandy loam
Method of scratching sidewall K n i f e
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 9— 2 9-9 3 . 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
ime
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
8:15
prefill
6
8:27
8:57
3-3/16
9.4
30 min
9: 0 2
9: 3 2
_
9 : 3 5
10 : 0 5
I
j
Percolation rate = 9.4 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc. on 9-30-93 8:28
550 East Long Lake Rd. 10 `A°"' tatting at 9-29-93
p.m.
Test hole location , Hole number , Date hole was prepare
Depth of hole bottom 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
0 — 12" Topsoil dark brown sandy loam
Method of scratching sidewall KNi f e
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 9 — 2 9 — 9 3 . 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
ime
Time
interval.
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
8:15
prefiI1
6
8:28
8:58
2-3/8
12.6
30 min
9:01
9 : 3 1
„
9 : 3 6
10 : 0 6
'
Percolation rzte = 12.6 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
S—P Testing, Inc. 9-30-93 8:m.
Percolation test readings made by g _ on starting ar 29 .m.
ry
550 East Long Lake Rd. 11 W9-29-93
Test hole location , Hole number , Date hole was prepared
Depth of hole bottom_ 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0 — 10"
10" — 12"
Soil texture
Topsoil dark brown loam
Brown sandy loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
9-29-93 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 a hours Automatic siphon
6
Maximum water depth above hole bottorn during test inches
ime
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
I minutes per
inch
Remarks
8:15
prefill
6
8 : 2 9
1 8 : 5 9
of
3
9 : 0 0
9 : 3 0
2-7/8 1 Q 4
9:37
10:07
"
2-7/8 I10.4
of "
Percolation rate = 10-3 minutes per inch.
S-P VESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 4974566
June 28, 1993
Taylor Residence
Bruce Schmitt & Assoc.
Long Lake Rd.
Orono, Henn. Co., MN
-Site Sewage Treatment System is Designed for a Type 1, six
_..;om home in accordance with the Minnesota Pollution Control
Agency Chapter 7080 and local ordinances.
The soils on this site are SCS soils mapped - HbC - Hayden loam.
A seasonally high water table was located at 26" to 34", (mottled
soil). Due to the seasonally high water table, a Pr=ssurized
Mound System will need to be installed. The bottom of the rock
bed must be located at least 3' above t.„e seasonally high ,eater
table.
The soils at a depth of 12" have a percolation rate averaging
10.6 minlinch and are adequate For treating septic effluent.
A pumping chamber v,ill need to be installed to lift the effluent
to the treatment area.
The manifold and supply line pipa mu have back drainage to the romping
chamber. The distribution pipes shall have their ends capped. Be sure
the rock and sand fill inaterial are cle .. The sod layar below the
entire mounded area must be turned over, just break up the sod, t.e 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 greater than 100' away from the
proposed treatment area.
C C.. D
Taylor Residence
Bruce Schmitt & Assoc.
Long Lake Rd.
Orono
(2)
Keep all heavy ev_uipment 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. Smaller amounts of laundry
soaps, dish soaps, cleaning agents, etc. are better for the system.
Antibacterial soaps & chlorine agents may kill the bacteria needed
to treat septic Effluent properly. Additives are not recommended,
they may cause harmful damage to your system. Recommend to pump
& clean your tanks by a certified pumper every year if you have
1 tank & every 2 years if you have 2 tanks to insure proper
maintenance.
Ste v e n e S�C_Ir me
PS'
SBS/ds
MOUND DESIGN WORKSI IEEE
(For Flows up to 1200 gpd)
A. FLOW :.
Estimated 'io o_; gpd (seepages D-7 or I-3, 4, 5)
or r-- •ired gpd x 1.5 = -
B. SEI iC TANK L1;. .t VOLUMES
o gai....s (see pages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = a (. �r 1-1 inches
2- Depth of percolatien tests = I ' ' _ inches
3. Percolation rate /o, to mpi
4. Land slope 5
F hood Sewage Flom is Galling 1- day
(ipd)
0.
Type 1
Type 11
Type 111
Type
Retirooma
2
300
225
11110
3
650
300
218
6
600
373
256
•�,tl
5
750
650
294
r
6
900
525
332
Tr L
7
1050
600
370
l0
{ 1
1200
6-IS
1606
ea"
$or* Taak C.paeMleti r a.aw
Ti,w►r.r
kaiaiarr VV+�
I.r.ia e.psry rak
B.6,aeau
c p-NY
araw d4-A
a Ter
730
1123
1.4
10110
l500
Iw6 -
-45W
7,109
30W
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer- Daily Flow x 0.83 = 1
90 G x 0.83 sq. ft./gpd = Li sq. ft:+ju"r, - Y;), 1 °
2. Select width of •t•u k layer (10 feet or less) _ _ /C ft.
3. Length -f rock layer = Area + Width =
q :� ! sq. ft. + - - f t. = ft. Rock tied
l
E. ROCK VOL: THE
1. Multiply rock area by rock depth to get cahic f�c cif rock;
LH-L sq. ft. xi:.: ft. cu. ,,
2. Divide cu. ft. by 27 cu. ft./cc. j: - to get cubic yards;
f+ + 27 = ru. yd.
3. M',;'i, ly cubic yi� is by 1.4 to get weight of rock in tons;
co- yd. x 1.4 ton/cu. yd. tons.
:.::: i .......:......� I
�•�•t {.j# ti.4••..�.�.ti.ti. IVidth s10 ft.
R.
1� F.
AI_ : P7ION WIGiH
l 1.
Percolation rate in to 12 iches of soi .ikoi
Absurytiun Width S'
2.
Select allowable soil loading rate front table ce: - -ge E-;
Soil Texture
pctdA
2
` gpd/ft
agYar, 1'..,
3.
Calculate adsorption width ratio by d. fsg rock layer
0A •
Coarse Sa,d
loading rate of 1.20 gpd/f'2 by allowable s loading ratE,
0.,;n5
otlos;-
S- J
FuKSaoa•-
1.20
060
1.00
2.1q
1.20gpd/ft2+ .1 `_ gpd/ft2= _
16t s
6 w 10
sarLasni o
l.a.m
0.79
0.60
1.32
2.110
Chem this value ott paXe E-16.
31 •: is
461o60
Sill loam
CI.y I-ovn
0-50
0.45
2.40
2.67
4.
Multiply adsorption width ratio b} rock layer widit, 1r) get
60 to 120
Slo�lhan
Clay
clay
0.24
5.01.1
.....
required adsorption width;
G. DOWNSLOPE DIKE WIDTH
1. If landslope is 3% or more, subtract rock layer width from
adsorp, ar.'width to obtain minimum downslope dike toe for
abso: ptto:t:
-2L-,-) ft- /eft=L_feet
2. Calculate mir►'mum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1, C, feet
b. Multiply rock layer width by landslope to determine drop I C-
in elevation; Slope Difference
/I--_ x " % + 100 S_ f2 et �-•-
c. Add depth of clean sand depth of clean ;:and for i-1 am
separation at +ipslope edge (2a) to depth of rock layer to "
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
y. a ft + 1 ft + 1 ft = Z r O feet
d. Enter table on page bottom w..ith landslope and upslope
dike ratio. Select dike multiplier of
e. Multiply dike multiplier by upslope mound height
to get upslope dike widt:-i: x-- feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
+ C c: feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike Iultiplier of
h. Multiply dike multiplier by downslor
to get downslope dike width: . c- _ feet
i. Comt are the values of step G.l and 5' 1. Select the
greater of the two values as the downslt.t,e dike width;
I'i feet
j. Total mound width is the sum of upslope dike lioc ea`►va `_' 1P''wd�':
width plus rock layer width plus downslope
dike width;
ft + ft + _,_ ft = - feet l;pslope.Wu Wlalh_;•_
k. Toga mo and length is the sum of upslope
slo
g P P
'�• `i>;i� Idly '�• ..
�iix� width plus r -k layer length plus
P •.j
Pe
is Oslo dike w.
{
ft + It + ft = __ feet-Tota„en$
11
6.1
wns opc
!A
L 1
7:1
3.1
1:1
ppS opc
S.1
l I
% .bpe
0
]A
6.0
S.0
60
7.0
30
4.0
SA
60
7.0
30
1
].d
1.17
] i;
679
7.5]
2.91
] lS
9.76
S 66
6 %
7.61
2
3.10
115
S1t
6 u
814
2 O
3.70
CA
Sx
616
6.90
]
320
631
5."
7.12
11Ea
213
]S7
615
309
5.79
665
6
S ..
]AI
]Sl
a=i
_ C8.00
6.25
6U
7.410
9S7
9.72
1077
266
261
3.65
).11
6.17
6on
6 N
462
5.66
s19
tot
5.71
6
]A6
S26
7.1♦
9 ]0
1207
2 L
].2]
].9S
441
493
S C
7
]AD
SS&
70
;S: of
I]7]
74
]-:2
].70
62]
6A
S.I]
3.16
S.Y
97]
{156
1t91
292
].Ol
]S7
9�
6q
a0
9
6.11
6.25
9.09
I]A9
1592
216
2.M
3.45
]90
1]0
6A6
10
629
60
10.0
IS00
.33
271
2.116
]3{
375
6.11
41,16
11
6,61
7.14
11.11
17AS
3041
726
2.78
Ln
361
39S
426
12
6M
7.60
1230
21.6]
117S
221
2-70
].12
3.49
] b
6.09
t V• V
G. DOWNSLAPE DIKE WIDTH
I. If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
.J ' ft - /D ft = ✓L feet
2.
Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation /. D feet
b. Multiply rock layer width by landslope to determine diop
in elevation; Slope Difference IrrY
/ x S % + 100 = . S feet ��--
c. Add depth of clean sand depth of clean sand for n .• •S�- �--
separation at upslope edge (2a) to depth of rock layer to -M
rock depth and the depth of cover to find the total mound"'
height at upslope edge of rock layer;
/x) ft+ 1 ft+l ft=Z_feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of :!) .'31_1
e. Multiply dike multiplier by upslope mound height .
to get upslope dike width: '%J.0 x 3 :!.? = Ag feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
3. L + . S = feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of S. D
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: ?. e x s = ),;� 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;
feet
j. Total mound width is the sum of upslope dike 11« BidW
width plus rock layer width plus downslope
dike width; r. r.
ft + - ft + f t = _ feet Upslupe D�k Mai iih- _ ' p.lop. of a W'h
k. Total mound length is the -am of upslope
dike width plus rock layer length plus '
Pe
uP slo dike width;
ft + ft + ft = - feet ---Total 'Lonsth�' �{
I ol i
11
cl
wns opc
5:1
N
:.1
31
-
4:I
pps op0
Sl
-
kl
7:1
1:1
9..lope
0
3A
1.0
5.0
10
7.0
30
1.0
5.0
10
7.0
1.0
1
m
1.17
5.21
1.31
753
2 91
1 l5
1.76
S."
1S1
7A1
2
3.19
116
S_%
6112
114
2li
3.70
1_U
S21
111
1
3
310
1S1
5.0
7 72
111
275
357
435
5.06
3.79
e
1
3.41
1.71
l25
7.11
9.72
268
3.45
1.17
911
5.66
1'
S
JIM
.` :5.00D _
-
l0
&S7
1077
211__.-17717
4.01
962
5.19
S ,
1
3A1
£ Is
7.14
•_1
12.07
2 59
3.23
3.15
1.91
9.a
541
7
31D
531
7.M
ION
.3 73
2.4S
3 12
1.70
423
4.70
3.13
1
11'"
5.11
113
1151
IS•1
242
3.03
337
105
4.49
1A/
•
4.11
1.25
f.0•
I As
14
2.34
1%
US
3.f0
430
:AS
10
12•
& I
100
1517A0
2333
231
211
3-U
Vs
4.12
1.M
11
1A1
7.11
11...
AS
30A3
226
2.71
313
3.11
3.95
411
12
4A1
7.M
1230
21All
13.75
2.21
170
3.12
10
3.10
1.01
MENEEMMM
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 2,700
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.
�►�-2ft.= ft.
d. Determine the number of spaces between perforations.
Length pert. spacing = ft. + ft. = spaces
e. spaces + 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations.
x�_ •' I perforations.
SELECTED PUMP CAPACITY gpm
_ d. Determine head requirements:
�1. Elevation difference between pump and point of discharge.
J feet
2. If pumping to a pressure distribution system, add five feet for pressure
required at manifold
feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
Read friction loss in feet per 100 feet from table.
F.L. = 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 =
x 1.25 = II feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss = x -L!_< +100 = feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
+ +'t_
(1) (2) (30
TOTAL HEAD I feet
F. Plump selection
A. A plump must be selected to deliver at least ! - gpm (Step A)
with at least ) ,� feet of total ;4 ad (Step B).
Eta PERFORATION OF A PERFORATED LATERAL
Grew com
T�wa
Pee.
� MM I, toupFAA �. lw«
cMM w ur« awnw M Lalwr
orNr.I t»e Fn s.wxae
TABLE OF PERFORATION DISCHARGES IN CPM
Head Perforation diameter (Inched
V/_
,/'
1.0s
036
0.74
13
0.69
0.90
21)b
0.80
1.04
23
O.f19
1.17
3.0
0."
12s
4.0
1.13
1.47
SA 1
126
IAS
&Use 1 A foot of heed for residential sysksw
bUse 2A feet of head for other estabtishs is
Pipe Length
�Point of TTDisdtarge
Elcv,&WonePu
F-18b
1.5 inch 2.0 inch 3.0 inch
apm r k 6M b= F=100 n of Fie
10
0.69
0.20
12
0.96
0.28
14
1.28
0.38
16
1.63
0.48
18
2.03
0.60
20
2.47
0.73
0.11
25
3.73
1.11
0.16
30
5.23
1.53
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
CERT1VICATIOI4 4 UUb2'1 Logs of Soil_I:uriny5
Location:or project Taylor Res.,Bruce Schmitt & Assoc.Long Lake Rd.Orono
Borings made by S-P Testing, Inc. Steve Schirmers _ Date 6-21-93 �-
Classifiction System; AASHO USDA-SCS X Unified Other
Auger used (check two): Hand X , or Power , Flight , or Bucket X
Depth,
Boring number 1
Depth,
Boring number 2
in
feet
Surface elevation 976.2
in
feet
Surface elevation 977.8
Topsoil dark brown
Topsoil dark brown
loam
sandy loam
1 _
0 - 1'2"
1 -
0 - 1'2"
Brown sandy loam
112" - 1110"
Brown sandy loam
3rown clay loam
2 _
2 -
1'10" - 214"-MOTTLED 2.4
1'2" - 2110"-MOTTLED 2
3 -
Rusty olive brown
clay loam
3 -
Gray 2110" - 312" br?gRmsane
Rusty gray brown clay loam
214" - 3110"
312" - 3110"
Rusty olive brown loam
Rusty gray brown loamy
4 -
4 -
3110" - 4-1/2'
3'10" - 4-1/2' coarse
Rusty brown loamy sane
Rusty gray loam
5 -
4-1/2' - 5'
5 -
4-1/2' - 5'
6 -
6 -
7 -
7 -
I
8 -
8 -
End of boring at 58 feet.
Sanding water table:
present at feet of depth,
_ hours after boring.
Not present in hole X
Mottled soil:
2'4"
Observed at feet of depth.
Not present in hole
Comments:
End of boring at 5' feet.
Stand. , water table:
pres nt at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2'10" feet of depth.
Not present in hole
Comments:
10'
in,
ftin if is ,ir,�: �I 00627 1! f `;0i I I I o i inj:; .
Location or Project Taylor Res_arur-p Schmitr & AssoC Long Lake Rd -Orono
Borings -mad,¢ -by S-P Testing, Inc. Steve Schirmers Date 6-21-93
Classifiction System: AASHU ; USDA-SCS X ; Unified Other
Auger used (check two)• (land X or Power , Flight , or Bucket X
Depth,
in
feet
0 -
2 -
KM
4 -
6 -
7 -
8 -
Boring number
Surface elevation
I Topsoil dark brown
( loam
I 0 - 1'
Brown sandy loam
1' - 2-1/2'-MOTTLED
Rusty o1iwe brown:. 2-1/2'
sandy clay loam
2-1/2' - 3'4"
Rusty olive gray
clay loam
3'4" - 4-1/2'
Rusty olive brown sandy
loam w/4-1/2' - 51styfVeyoR
End of boring at 51 feet.
Standing water table:
present at feet of depth,
hours -after boring.
Not present in hole x
Mottled soil:
observed at 2-1/2feet of depth.
Not present in hole
Comments:
Depth, Boring number— 4
in —
feet Surface elevation 988.6
0
Topsoil dark brown
sandy loam
1 - 0 - 1'
Brown sandy loam
1' - 1'8"
Brown sandy loam to loam
2 118" - 212"-MOTTLEn 91 w
Rusty brown sandy
3 - loam
212" - 3'4"
Rusty brown sandy clay loam
314" - 3010"
4 -
Rusty brown sardy
loam
5 _ 3'10" - 5'
6 -
7 -
8 -
End of boring at_ 5' feet.
Standing water table; -
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 212" feet of depth.
Not present in hole
romments:
CLIsT11--iCATION 4 UU627 L, :; of _Sui 1
11101 iAnTi
Location
or Project Taylor Res.Bruc_e Schmitt
.by
&
Assoc.Long Lake Rd.,Orono
Borings "made
S-P Testing, Inc. Steve Schirmers Date 6-21-93
Classifiction
System: AASHO USDA-SCS X
Unified ; Other
Auger used
(check two): !land X or Power
Flight or Bucket X
Depth,
Boring number 5
Depth,
Boring number 6
in
in
feet
Surface elevation 988.1
feet
Surface elevation 988.5
Topsoil dark brown
Topsoil dark brown sandy
0 - 10" sandy loam
0 - 8" loam
1 -
Brown sandy loam
1 -
Brown sandy loam
8 - 1 4
10"- 1'8"
Brown clay loam
Brown clay loam
2 -
118" - 212"
2 -
2-1/2'-MOTTLED Brown sandy
2'2" - 218" loam
1'4" - 2'8"-MOTTLED 2'8
3 -
Rusty olive brown
3 -
2'8" -- 318" clay loam
Rusty olive brown
4' - MOTTLED STRONG
loam
4 -
Rusty olive brown
4 -
loam
5 -
318" - 51
5 -
218" - 51
6 -
6 -
7 -
8 -
End of boring at 5' fE
Standing water table:
present at _ feet of depth,
hours after boring.
No. resent in hole X
Mottled soil:
Observed at 2-1/2' feet of depth.
Not present in hole
Comments:
7 -
8 -
End of boring at 5' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil:
Observed at 2'8" feet of depth.
Not present in hole
Comments:
CERT.k00627
s' • ••.
PERCOLATION TEST DATA SHEET
S—P Testing, Inc. 6-22-93 2:36 a.m.
Percolation test readings made by on tarring a m.
Taylor Res.,Long Lake Rd. 16-2 —
Test hole location ,Hole number ,Date hole was prepared
Depth of hole bottom 12 —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 Knif e
Depth of gravel in bottom of hole 2 inches
6-21-93 10:00am 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 Ieast 4 hours Automatic siphon
Maximum water depth above hole bottom during test 6 inches
ittx
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2:25
prefill
6
2:36
3:06
it4-3/4
6.3
30 min
3:17
3:47
4-7/16
6.8
"
3:48
4:18
4-1/4
7.1
Percolation rate = 6.7 minutes per inch.
CERT.#00627
. . I, -
PERCOLATION TEST DATA SHEET
a.m.
Percolation test readings made bN S-P Testing. Inc. on 6-22-93 startingat 2:37
uu.,
Test hole locatiorTaylor Res.Long Lake Rd. 2 6-21-93
Hole number ,Date hole was prepared
Depth of hole bottom 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
t .. _ . .. . • . - . VA111111 tell]n
Method of scratching sidewall Kn i f e
Depth of gravel in bottom of hole - inches
Date and hour of initial water filling 6-21-9 3 ,depthpp
ofimtial 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
ime
Time
interval,
minutes
Measurement,
inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
2:25
pre f111
6
2:37
3:07
"
5-1/2
5.5
30 min
3:16
3 : 4 6
5-3/8
5.6 "
3:49
4:19
5-1/4
5.7
"
Percolation rate - 5.6 minutes per inch.
CERT. M06 27.
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 6-22-93
Percolation test readings made by on _starting
Taylor Res.,Long Lake Rd. 3""i
Test hole location , Hole number , Gate hole was 1
t^ 6
Depth of hole bottom_ inches, Diameter of hole inches
Soil data from test hole:
Depth, inches
0 — 12"
Soil texture
Topgoil dark brown loam
Method of scratching sidewalt Kni f e
Depth of gravel in bottom of hole 2 inches
6-21-93 10:00am 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 ater depth in hole for at least 4 hours_ Automatic siphon
Maximum water depth above hole bottom during test A inches
'; ime
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2:38
prefill
6
2:38
3:08
of2
15.0
30 min
3:15
3:45
Is"
3:50
4:20
"
I.
Percolation rate = 15.0 minutes per wcn.
CERT. #0062'1
13 e •.
PERCOLATION TEST DATA SHEET
S—P Testing, Inc. o„ 6-22-93 stanin Percolation test readings made by at 2:39 g �
1 /r!
Test hole locatio"Taylor Res . ,Long Lake RdSole number 4 , Date hole was prepared 6-21-9 3
Depth of hole bottom 1 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
Soil texture
Method of scratching sidewalt Knife
2
Depth of gravel in bottom of hole inches
6-21-93 &0.04atr.. 12
Date and hour of initial water filling pth o tnttta! wat: ; 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
ime
Time
interval,
minutes
Measurement. Drop in w re'r
inches level, inches
Percolation
rate.
minutes per
inch
Remarks
Water rem
ininq in test
hole
2:39
3:09
6
2-1/4
13.3
30 min
3:14
3:44
"
2-1/8
2-1/8
14.1
14.1
"
"
3:51
4:21
r
Percolation rate = 13.8 minutes per inch.
CERT.1100627
PERCOLATION TEST DATA SHEET
S—P Testing, Inc. 6-22-93 2:40 a.m.
Percolation test readings made by o" starting at_
Taylor Res.,Long Lake Rd. 5 "" 6-2
Test hole location , Hole number , Date hole was prepared
Depth of hole botto12 _inches, Diameter of hole — minches
Soil data from test hole:
Depth, inches Soil texture
0 — 10" Topsoil dark brown sandy loam
10" — 12" Brow* -andy loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
6-21-93 10:00am
Date a t hour of initial water filling —. Death of initial water filling_ ___ inches above hole bottom
Method used to maintain at least 12 inches of water del:+h in hole for at ieast 4 hours_ itomatie siphon
Maximum water depth above hole bottom during test b inches
': ime
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2:25
prefill
�.
2:40
3:10
2-1/4
13.3
30 min
3:13
3:43
it
to
of"
3:52
4.22
"
Percolation rate = 13 . 3 _m:nLi.:s pef inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by- S—P Tenting. Tnc = on 6-22-93 starting at 2 : 41 �p .,, 1
,w„
Test hole locatior> Taylor Res . Long Lake Rd, bole number 6 , Date hole was prepared 6-21-93
Depth of hole bottom-- 12 inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 - 8".
8" - 12"
Method of scratching sidewalt Kn i f e
Topsoil dark brown sandy loam
Brown sandy loam
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 6-21-9 3 l�pg of,nitial 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
': irate
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
2:25
pre f111
_
6
2:41
3:11
3-3/8
8.9
30 min
3:12
3 : 4 2
"
to
w
w w
3:53
4:23
Percolation rate = 8 • 9 minutes per inch.
PIO(A1ow
'S1 f-' W.
MOUND DESIGN WORKSHEET
(Fnr Rtnwa un to 1200 ar)d)
A. FLOW V"w
Estimated 700 gpd (seepages D-7 or I-3, 4, 5)
or measured ' gpd x 1.5 =
B. SEPTIC TANK LIQUID VOLUMES
gallons (see pages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = " ' inches
2. Depth of percolation tests = 1 inches
3. Percolation rate i > • V mpi
4. Land slope %
Fstimrod Sewste Flows in Geums ps day
(9"
Nwnber
Of
dim 1
Type u
Type ut
7a
1ledrmms
v
2
3W
225
160
3
450
300
218
soa
d
600
375
256
a■
•�•
S
730
450
294
6
900
523
332
TEL
7
1030
600
370
v
6
1200
I 67S
1 606
r�W
SWk T--h Cep w" I• a-N w
N-N-4
lhn-.L.j•.d
Lpu._a-.pady-gym
iWJr. 9
C..I.•c.ty
'mt.", J..;w 1
2 a k s
730
112S
3 W •
Ion
13W
s W 6
file
2230
7.8wo
3"
311�
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required arez, of rock
layer: Daily Flow x 0.83 = a.
�c-�y and x 0.83 sq. ft./gpd
2. Select width of rock layer (10 feet or less) _ c ft.
3. Length of rock layer = Area + Width =
a -),:� sq. ft. + / o ft. = a 7 ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
a23sq. ft. x4!ift. -2�cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
cu. ft. + 27 = ) I cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
1 cu. yd. x 1.4 ton/cu. yd. = J-,:� tons.
F. ADSORPTION WIDTH 1 P k1 rr1
1. Percola 'on rate in top 12 inches of soil is mpi
2. Select allowable soil loading rate from table on page E-;
- y-� gpd/ ft2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft" by allowable soil loading rate;
1.20 gpd/fe+-4-CgPd/ft2= D.(, I
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
/o ft = ",'2 ft
Rock Bed
J•I•I•I•NI J•J•I•I I•I•J•J•J
F �•
J�I~l,I J•I}jyIp Ill S10 ft
1-- Length
Abwrpllm wroth sbrRIITbbk
tale.Ir I RM
iw Mil"" p�
kch IN)
soil 7iaare
Gala.
pa der per
"An few
OaWef
Ahempli- wi46
r �kW
IrWO dye I~ 1
CWM SMd
---
-
&I IDS
Saari
1.30
1.00
01 SI
Fs Sm•
0.60
2W
6bS
b
irdr Law
079
1.32
16 b 30
l ear
Q60
21.00
31 b 45
Sik law
0.50
2.40
"to 60
Ck lases
0.43
2.67
60 b 120
Clq
014
S.W
Slows AN
clay
-
-
I20•••
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:
U,kft- Lv ft = _L_L feet
2.
Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1, 0 feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference �....
-LL x % i 100 = -- feetIL
�+--�-
c. Add depth of clean sand depth of clean sand for I _ � a.-..
separation at upslope edge (2a) to depth of rock layer to -6. "
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
Et + 1 ft + 1 ft = 3.4 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of -.� s•Y„,�.,
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: x = feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height E}�o R-r •ToY o= sum
+ - feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of S J D to
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 3.o x 9.a4 = L 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;
feet
r;r'>•r;yi 4r tr,tir. • . •:t:tii 4'4.•.
j. Total mound width is the sum of upslope dike �:a w' `di; / .` • : IOp."t#1i1.wISii1
width plus rock layer width plus downslope :'�"''` """""` ' "•� ♦ .{."{�{L {ti rJyJ
•.St.tt.:f f Y rZJ
Y.ti.. { t.� J • {.•
dike width;
t; .5• :; JS: r:.• .ti:.�J.tit.V. • %J'J.:: t:.SJ.:t :, •t7 •
VL ft + 10 ft + 0 ft = 1 1 _feet up.l�.oii�.i�iiai�:�� " :. • ' .: �;, ruwl .olr.wla►� I
;r. t:�•r.t:: % tiJ::' t %•' •• .Y �J•ZJ: t tiL
k. Total mound length is the sum of upslope
dike width plus. • • J..:. • J••• tvJJ rtii::;
rock layer length plus ' `::?:; ::::::; °`""''°p'' big: n►�;i, - .`:
tti •• •r.:.•;tJ •tt'L•SJ:•J Y 1: K t: �: 1J•1: �f :f :.•
upslope dike width; '':`f 4�r�r�r4♦r♦r�'` c,•,t♦,,{'�,♦,♦rc�♦,' ` �``
)Z_ ft + 'ill ft + _L'� ft = �_ feet h-- TOW LOw�_
it
tt
S n opQ
tl
7:1
I:1
ll
fl 010
1 isM
0
II
L•
10
LO
7.0
3.0
t0
S.0
LO
1
>a
Ll7
S]6
LI/
7.51
191
I.N
C76
M
LS/
7.11
2
11/
L>f
S36
M
LN
120
170
LS/
L36
LN
Lf0
I
LN
14
lfl
SAO
7.32
L86
175
ID
is
iv, 1
L)9
La
S
470
LE
7.0
/.n
1Y
145
L17
LM
10
L06
LO
IL7
2N
12)
l00
I.41
S.I/
5.41
7.14
��/
gig
1107
234
127
LK
CAI
4.93
5.41
7
>!
7.0
1034
13.73
2.40
112
1.7k �;
LL
4.70
5.13
•
1/S
I.f1
L70
115/
1191
2.42
10/
IV
La
LN
3A
O
L11
Li
/.0/
Ila
1&92.
236
194
146
In
4"
4I6
M
UP
W
NA
IiAO
2133
231
2/f
3.0
175
L12
LN
11
Lr
7.N
11.11
17AS
XU3
126
175
1n
1N
1/6
.
436
12
4O/
70
1M
21.41
4175
2.21
170
1.12
1M
IV
40
MOUND DESIGN WORKSHEET
�wPAJ.�Ctt�y.� (For Flows up to 1200 gpd)
A. FLOW '1-,5 C ,.V cv
Estimated Z110 gpd (see pages D-7 or 1-3,4, 5)
or measured gpd x 1.5 =
B. SEPTIC TANK LIQUID VOLUMES
- ) ;? 'c) gallons (sea pages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = a '' inches
2. Depth of percolation tests = inches
3. Percolation rate to . L, Inpi
4. Land slope %
Ealna..l Scwge Flow in CiWws per der
(90)
Nwnba
0(
Type 17hw
11
Type III
Typo
1ledroome
v
2
300
US
110
3
ISO
300
218
4
600
373
2%
ar
i
750
ISO
294
.ra.
6
900
325
332
'; L
7
1
1050
1200
600
673
370
600
.�.
$Wit Teak C.p.klm 1. pN .
�LCro-.ma
Cp.:o7
e.b•e• Oi.p-A
Zak"
730
1123
3ae
IUO
13W
ea6
1510
2210
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
2nn gpd x 0.83 sq. ft./god ei sq. ft.-t
2. Select width of rock layer (10 feet or less) = ft.
3. Length of rock layer = Area + Width =
sq. ft. + i L)- ft. _ 1� ft.
E. ROCK VOLUME
I. Multiply rock area by rock depth to get cubic feet of rock;
a= sq. ft. x 1. o f ft. _ cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
2&k cu. ft. + 27 = I) cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
li cu. yd. x 1.4 ton/cu. yd. = JS' tons.
F. ADSORPTION WIDTH 1.0 4 w?
1. Percolation rate in top 12 inches of soil is ' ., , L• mpi
2. Select allowable soil loading rate from table on page E-;
' Ligpd/ft2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20 gpOW+ L4 gpd/ft2= p . t,Q .
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
2.L2 x gyp_ ft = 1.'2 ft
1 + . • a' 1 .
Rock Bed
�
4•♦333` ♦ ♦• ♦ ♦.- ♦ SIO R
►-- tln`a3
Abarplion Wkkh SIB T►bb
Ibwledw Rom
111L11 IM►1)
Ciel3en
ey.01. i7�r
R"Or
� Ru! Lqw
VAM
I~ *Mal
CL SMd
-
-.
0.I IDS
SMd
1.30
I.00
0.10300
Fire Swd "
0.60
2.00
61013
Sadf lsr
0.79
ISt
161030
L00111
040
1"
31 10 4S
Sik Los"
0.30
L40
461060
CM r L�
OAS
2.67
600120
CTOr
036
SAO
Sumo 131M
a0y
-
-
120•
V--s-n� �y,- MOUND DESIGN WORKSHEET
ikPA4ACtt9i4 (For Flows up to 1200 gpd)
5N'S- k k
A. FLOW 113 r vo cv
Estimated :'pa) gpd (see pages D-7 or I-3, 4, 5)
or measured gpd x 1.5 =
B. SEPTIC TANK LIQUID VOLUMES
- ) p 'c) gallons (see pages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = inches
2. Depth of percolation tests = inches
3. Percolation rate Io . L. lnpi
4. Land slope %
Sew%eIImnlwGanons per day
(gpd)
Numlxx
0f
Type 1
Type 11
Type III
Tyy��
Bedroom•
IV
2
300
2/5
190
3
450
300
218
600
375
256
140%
5
750
ISO
296
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y
6
900
52S
332
T•L
7
1
1050
1200
600
675
370
601
Ili
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N'4"ur
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erEye J6po.A
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131D
uIS01o0
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No)
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
2,0 n gpd x 0.83 sq. ft./gpd = :%Ll e7 sq. f t. ' r
2. Select width of rock layer (10 feet or less) = ft.
3. Length of rock layer = Area + Width =
n_ sq. ft. + L_ ft. _ ft.
E. ROCK VOLUME
I. Multiply rock area by rock depth to get cubic feet of rock;
a73 sq. ft. x j. o r ft. _ .,q6 cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
AjJ¢cu. ft. + 27 = I_ cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
, i cue yd. x 1.4 ton/cu. yd. = J,5' tons.
F. ADSORPTION WIDTH 1,04M
1. Percolation rate in top 12 inches of soil is ' ., . L• mpi
2. Select allowable soil loading rate from table on page E-;
gpd/f t2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20 gpd/ft2 + -4gpd/ft1I= -D � l,Q .
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
-2,61x-41L-ft= 21.'2 ft
Rock Bed
�tii� 1n S10IL
Abm plfon Wldth SWng TAk
titeelMnRM
M M4Mo_ n per
lack Ir
Sell 7ixam
Qellme
Per dqr pr
gewAet
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AoeetI - w"
bRw l+pe
Feeeer "a 0.1
Ceeeee S=d
-
-.-
W r S
:ar
Lb
I.00
0.1 to S ••
No Sub ••
0.60
2"
61013
0.79
132
16:30
Lew
010
2.00
31 10 45
Sik Loew
0.50
t40
.61060
CIE LOW
0.45
2A7
60 to 120
`
034
3JI0
Slower dl
any
-
-
120"
- *6K.~ ' Sin>v SKr= "&oZ
G. DOWNSLOPE DIKE WIDTH
1: U landslope is 3% or more, subtract rock layer width from
absorption width to obtain minimum downslope dike toe for
absorption:
2.
A1..7 ft--4Q-_ft=_feet
Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer. Separation 1. D feet
b. Multiply rock layer width by landslope to determine droop
in elevation; Slope Difference
_ x feet ►1.��.�..«.
c. Add depth of clean sand depth of clean sand for `_' Z'
separation at upslope edge (2a) to depth of rock layer to
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
1,L) ft + 1 ft + 1 ft = 0 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of 'P, � s
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: 7. n x l0 feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
_3..G_+_'4 = 3 JLI feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of t-).7 (�
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 3,1-1 x L 1 = /b feet
1. Compare the values of step G.1 and Step G.2.h. Select the
greater of the two values as the downslope dike width;
It 0 feet 3:
Total mound width is the sum of upslope dike ,�'�• . �T�. � .: ;� :.
L JL J•.
width plus rock layer width plus downslope��� -+�•= `i'Y Y{,Ys,� �Y f�;t�rf.
dike width,
�V. .4tJ %J V L 4 V %J jrtf;4.11.
11 ft + IQ ft + ^ ft S feet V r, t JJLf4JL{L: {ti{L{ JL `J•'J ': 5
k. Total —L-1 �-'�- wbr.12� ii►id14_,�_ ? ; t:.+J:Sr,Jip�rsp. oily: r;►u�
•: :•lJ: fJ ti• :y •t:.•tJY4�:•t:i:'•5• •�.• tiJ.Y••
mound length is the sum of upslope .::: •:::. {::.: ..::•. LtL:L•�• c•::�c: ':;:J:
�M.1J� VL•:..J. :JL•:
width
dike wi plus rock layer length plus'•:•'••:•:�'�''•��'•;i'��'��'0•��L0�1i"�'� "� •• ` "�J V V Y ~ �::.•.`•: • •t �J l : S. •�. iJ:L•::
upslope dlkR. width,ft+.{.. • y{ ti {.?{L J,• {L +�ti tw � ��•tit iJ LJyf.\J rJ�:JY.V.•
_ _ ft + J Q t Lt 7 feet Tarter
SKIkl
Downslope
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VaLv* lS1044 MOUND DESIGN WORKSHEET
5•r,1�•3 (For Flows up to 1200 gpd)
A. FLOW
Estimated gpd (seepages D-7 or I-3, 4, 5)
or measured gpd x 1.5 =
B. SEPTIC TANK LIQUID VOLUMES
1 �(� gallons (see pages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = �'�- inches
2. Depth of percolation tests = inches
3. Percolation rate `? mpi
4. Land slope 4
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
oo gpd x 0.83 sq. ft./gpd = J sq. ft.::^. ,-'^;"
2. Select width of rock layer (10 feet or less) = i v ft.
3. Length of rock layer = Area + Width =
1 sq. ft. + l� ft. = ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock,
z= sq. ft. x lyL ft. = ayj cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
. vu, cu. ft. + 27 = _i i cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
I, cu. yd. x 1.4 ton/cu. yd. = _LL tons.
F. ADSORPTION WIDTH e L. PM L-00-r
1. Percolation rate in top 12 inches of soil is Iv.;� m17i
2. Select allowable soil loading rate from table on page E-,-
.< gpd/ft?
3. Calculate adsorption width ratio by dividing rock lager
loading rate of 1.20 gpd/ft" by allowable soil loading rate;
1.20gpd/ft2+ .&+gpd/ft2= a.t,-
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
x 10 ft =ac..2 ft
Fali=Ncd Se"t Florle is Getkre pa dey
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2
300
223
too
3
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300
211
a
4
600
373
236
S
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4"
2"
•.1.e
r
6
900
325
332
Tr L
7
8
1050
1200
600
673
370
406
m
.�,.�
Sg1k Ts.►C.p W6%1. t.e"
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Clay
-
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G. DOWNsLOPE DIKE WIDTH
• 1. If iandslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
ft - )_ ft = I feet
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1 • feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
x Li %+100=, Ll feet I=�.
l:,vy.Wd►
c. Add depth of clean sand depth of clean sand for
separation at upslope edge (2a) to depth of rock layer to
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
/.1 ft + 1 ft + 1 ft = 3.3 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of 3, L) t.
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: ,.-, x ' = )_feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
�.3 + , LL_= 3.1 feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of 1-1.^
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: x a = _I ,�' feet
i. Compare the values of step G.l and Step G.2.h. Select the
greater of the two values as the downslope dike width;
feet
j. Total mound width is the sum of upslope dike
width plus rock layer width plus downslope
dike width,
-LL_ ft + 10 ft + _I tf ft feet upa.
k. Total mound length is the sum of upslope
dike width plus rock layer length plus
upslope dike width;
_ I ft + a ft + __!__I_ ft = feet
1 V a1 1Ldl
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3.6
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