HomeMy WebLinkAbout1993-12-20 Septic System Design Report1A
RONCOPICITY OF ORONO
SEPTIC SYSTENI APPROVAL
CITY of ORONO
Munkipal Mims
Post alike sox 66
Crystal Ray, Nlhuxsota 55323-0066
LOCATION: 2630 Coun'_ryside Dr. W.
OWNER: Tony Eiden
GENERAL CONTRACTOR: Tony Eiden SEP"TIC CONTRACTOR:
SITE EVALUATOR: S -P Testi
The City of Orono has
Approved
(approved -disapproved)
with the following comments:
REPORT DATE: December 20, 1993
your on-site system design as of January 24, 1995
(date)
THIS IS NOTA PERMIT. This is a design approval forth which must accompany the site plan. A permit must
be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is
enclosed.
NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior approval of the
Inspector (473-7357). Call for inspections 24 hours in advance.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must remain
in place until final site grading. Approval to pour footings will not be granted until the Inspections Department
has verified that primary and alternate sites are adequately protected.
NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20'
of tested drainfield sites either before or after system construction. Compaction of these areas could render them
unusable prohibiting the timely completion and or limiting the long term use of the property.
A site copy will be available at the City Offices for the septic contractor.
CITY OF JROO
By�-
Stephen Vejkman, On-site Systems Manager
t: Lr.l'i1ONE - 473-7357 • FAX - 473-0510
. S -P TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 6W
951 Ka!ydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
December 20, 1993
Dickey site
Lot 7, Block 2
Orono, Henn. Co., MN
This On -Site Sewage Treatment System is Designed for a Type 1, five
bedroom i-ime in accordance with the Minnesota Pollution Control
Agency Chapter 7080 and local ordinances. _
The soils on this site are SCS soils mapped - LrB - Lester loam.
A seasonally high water table was located at 14" 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 water
table.
The soils at a depth of 12" have a percolation rate averaging
6.3 min/inch.
A pumping chamber will need to be installed to lift the effluent
to the treatment area.
The manifold and supply line pipe must have back drainage to the pumping
chamber. The distribution pipes shall have their ends capped. Be sure
the rock and sand fill material are clean. The �-id layer below the
entire mounded area must be turned over, just break up the sod, be sure
not to over work.
The power supply and switches must be located outside the manhole and
pumping chamber in a weather proof enclosure. A warning device must
be installed with a light and sound device, this is in case of a pump
failure. Mercury floats are a good method.
All neighboring wells are located greater than 100' away from the
proposed treatment area.
CONT'D
Dickey site
Lot 7, block 2
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 ") -(0 gpd (see pages D-7 or I-3, 4, 5)
or measured ^ gpd x 1.5 =
B. SEPTIC TANK LIQUID VOLUMES
)-pS(i -* )-logo gallons (seepages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = 1 �t�� �,' inches �4t,�J 3%4a
2. Depth of percolation tests = I inches
3. Percolation rate ( - mpi
4. Land slope y %
Estimated Sewage Flows in Galluns per day
(ape)
Number
Ratio of
Ahaorpion width
to Rock Layer
Width
Fatter than 0.1
Corse Sand
•-
of
Type I
ryp< 11
Type ill
Type
Redroom s
Fun: Sand ••
0.60
2.00
IV
2
300
225 Igo
1610 30
3
450
300 219
boa
4
600
375 255
1'a'
5
750
4'0 i 294
60 to 120
6
900
5:5 332
TRW L
7
1050
6W 370
laat
8
1200
675 I 409
"resat
S"rtic T..k C.Pacit" 1.
.Namur of
MinvnMaiJaa L.qud
Ltqud-Fp aywmh
Bad -t.
r
� P-,ry
aarb.aa dopowd
2 m Mesa
750
1125
3K4
I000
ISOD
4 W 6
15W
2250
7.8 ar 9
2000
MW
wr9
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
')gpd x 0.83 sq. ft./gpd = a �. sq. f0 16 -Pa= l.vy C2. Select width of rock layer (10 feet or less) _ / V ft.
3. Length of rock layer = Area + Width =
65,qL4 sq. ft. + JO- ft.= &4/ ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
46�y sq. ft. x /.v� ft. = Z cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
cu. ft. + 27 = 1'1 cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
cu. yd. x 1.4 ton/cu. yd. =Z, IV tons.
F. ADSORPTION WIDTH
1. Percolation rate in top 12 inches of soil is . 3 mpi
2. Select allowable soil loadin� rate from table on page E-;
L4 ,, gpd / f t2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft, by allowable soil loading rate;.
1.20 gpd, /ft2+ �gpd /ft2= a • 1,1? .
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width; -
�.'I j x 10 ft =� I"q ft
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f---- Lena, ,
Absorption Width Sizing Table
Percolation Rate
in Minwespa
inch (MPI)
Soil Tcuure
Galbna
per day per
square font
Ratio of
Ahaorpion width
to Rock Layer
Width
Fatter than 0.1
Corse Sand
•-
-
0.1605
Sand
1.20
1.00
0.1 to 5 ••
Fun: Sand ••
0.60
2.00
6 to 15
Sardy Lew
0.79
1.52
1610 30
I am
0.60
2M
31 lo45
Silt Law
0.50
L40
46 to 60
Clay Lard
0.45
2.67
60 to 120
Clay
0.24
5.00
Slower than
Clay
--
-
I20
h. uOWNSLOYE LAKE WIDTH
1. If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
2_L2 ft - ft = I I feet
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation I. O feet
b. Multiply rock layer width by landslope to determine drop t`C_
in elevation; Slope Difference
_ x %-t.-100= N 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;
Z. v ft + 1 ft + 1 ftt- feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of 3 .L4 9'
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: 73. L) x 3.y !r- feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
'3. o +L_= 3 •y feet
g. Enter table on page bottom with landslope and
lownslope dike ratio.
Select dike multiplier of H'-7 L.
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: -z. ti x 4.7 L = _ ( feet
L Compare the values of step G.1 and Step G.2.h. Select the
greater of the two values as the downslope dike width;
I r) f,..6
j. Total mound width is the sum of upslope dike
width plus rock layer width plus downslope
dike width;
_c ft+ >o ft+_l'� ft= 32 feet up:lo
k. Total mound length is the sum of upslope
dike width plus rock layer length plus
upslope dike width;
_j ft + L Y ft + 10 ft = _�/ feet
l q -I- l0 4f _+ i 1 _% o a
Taal Length-�
n �
3:1
/:1
wns opc
S:l
6:1
7:1
3:1
1:1
P so
6:1
7:1
11
i ii0pe
0
3A
/.0
5.0
6.0
7.0
3.0
1.0
5.0
6.0
7.0
tD
1
3.09
1.17
526
6.30
7.3!
191
Us
1.76
5.66
6.56
7.11
2
3.19
1.35
556
6.62
0.11
153
3370
151
5.36
6.11
6.90
3
330I.SI
i
5 6S
732
866
2"5
1.35
508
5.79
&AS
5
111
J S)
`
5.00
-_,1y7
6 67
, 69 ._._
6 57
972
: si
l.ai
/ 17
: S:
546
6.06
6
3.66
5.26
7.11
9.30
...
1207
2 V
323
/ 00
3.65
: a.
1 .1
5.19
1.93
571
S.11
7
3!D
556
7.69
1031
1373
2.10
3.12
3.70
1.23
1.70
S.13
0
3.95
S.0
013
11.51
15.91
2.12
3.07
3S7
105
1.19
63730
9
1.11
625
9.09
13.06
19.9I
236
2.91
3.15
3100
1.30
6.6.S
10
1-'9
6.67
100
15.00
2333
2.31
2.06
333
375
112
6.11
11
1.10
7.111
].11
17 &3
3013
.1.26
2.70
3.73
3 61
7.95
136
12
169
7.(9
I2�0
21.13
:3 73
"I
2.70
3 12
3 :9
380
408
PUMP SELECTION PROCEDLTRE
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. Stra 2 ft. from the rock layer length.
-2ft. =_L(,eft.
.'. Determine the number of spaces between perforations.
Length perf. spacing = a t` ft. + 7 ft. _ _ spaces
e. '�L -D spaces + 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations.
x . __ perforations. )/-P W
:�
g• P x � -71, gpm_
SELECTED PUMP CAPACITY -7 gpm
B. Determine head requirements:
1. Elevation difference betweenmp and point of discharge.
pu
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. = 0-1- 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 = Z- feet
c. Calculate total friction loss by multiplying
friction lass in ft/100 ft by equivalent pipe length.
Total friction loss = :� . t. x Z ) 4-100 = I feet
4. To!al head required is the sum of elevation diffc-encc,
special head requirements, and total friction loss.
S 1
(1) (2) (3c)
TOTAL HEAD )_ feet
C. Pump selection
1. A pump must be selected to deliver at least `5 gpm (Step A)
with at least _I -_� feet of total head (Step B).
END PERFORATION OF A PERFORATED LATERAL
acr-
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.1111 M M Iw .r aMw few. W
f now up
Y LOW W b Ed"
.1 1Yra t.y�
rr.. s.w tor. 0.11.1..1 LA .M
= .rd„ sem'' s.r.r.""
t.
TABLF OF PERFORATION DISCHARCM IN GPM
Hud Perforation diameter Orches)
10
f/A
1/a
I.0a
056
0.74
15
0.69
0.90
2.Ob
0.80
1.31
25
0.89
1.17
3.0
0.98
Ila
4.0
1.13
1.47
SA
1.26
1.65
allse 1.0 foot of head for residential systems.
bUse 2.0 feet of head for other esublisha+ents
Pipe Length
Point of Discharge
Elevation Difference1te Pump
F -18b
1.5 inch 2.0 inch 3.0 inch
gpm Ffiaim lau per 100 n a(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
0.82
Loca-ion or Project Dickey site, Lot 7, Block 2, Orono
Borings made by_S-P iestinc, Inc. Steve Schirmers Date 11-18-93
Classifi-tion System: AASHU USDA -SCS X Unified Other
Auger u: . (check two) : lla:,d X or Power Flight or Bucket X
Depth, Boring number 1 I Depth, ):-)ring number 2
in in
feet Surface elevation 1005.8 feet Surface elevation 1006.9
0 - - -- — — 0 - - -
Topsoil dark brown clay Topsoil dark brown loam
0 - 10" loam 0 - 10"
1 _ 1 _ Brown clay loam
Brown clay loam 10" - 1-1/2'-MOTTLI1Q,,
10" - 1110" -MOTTLED 1 10"
Rusty olive brown
3 - clay loam
1110" - 3'8"
4 - Rusty olive brown
loam
3'8" - 5'
5
6
7
8
End of boring at 5' feet.
.rater
present at 3' feet of -4epth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 1'10" feet of depth.
Not present in hole
Comments:
Rusty olive brown
3 - clay loam
4 -
1-1/2' - 4-1/2'
Rusty olive brown loam
4-1/2' - 5'
5 -
7 -
End of boring at 5' fe%t.
Standin, rater tabl-.
present at 4' feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 1-1/2' feet of depth.
Not present in hole
Comments:
6 -
7 -
8 -
End of boring at 5' feet.
Standing crater table:
present at 4' feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 2'10" feet of depth.
Not prssenr in hole
Comments:
7 -
8- I I
End of boring at 5' eet.
Standing water table:
present at -2'10" feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 1'8" feet of depth.
Not present in hole
Comments:
Vocation
or Project Dickey site, Lot 7, Block
2, Orono
Borings
made by S-P 7;tins, Inc. Steve Schirmers Date 11-18-93
?
Classifiction
System: AASHU
USDA-SCS X
Unified Other
Auger use-
(chick two): Banc. X
or ?ower
Flight , or Bucket X
Dept:,
Boring number 5
Depth,
Boring number 6
in
in
feet
Surface elevation— 1006.2
feet
Surface elevation 1005.5
J-
----- - ----
- —
0 -
- - -
Topsoil dark brown
1 -
Topsoil dark brown
1 -
loam
loam
0 - 1'b"-MOTTLED 114"
2 -
2 -
Rusty dark gray
clay loam
0 - 2'10"-MO
118" - 3'
3 - gr
s nrk 2'10" - 3'2"
3 -
Rusty olive gray
clay loam
4 -
Rusty olive gray
4 -
3' - 4'2"
clay loam
Rusty olive gra; loam
5 -
312" - 5'
5 -
4'210 - 5'
6 -
7 -
8 -
End of boring at 5' feet.
Standing crater table:
present at 4' feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 2'10" feet of depth.
Not prssenr in hole
Comments:
7 -
8- I I
End of boring at 5' eet.
Standing water table:
present at -2'10" feet of depth,
17 hours after boring.
Not present in hole
Mottled soil:
Observed at 1'8" feet of depth.
Not present in hole
Comments:
CERT.1#00627
PERCOLATION TEST DATA SHEET
a.2)
Percolation te,t readin_, made h% S Testing, Inc. on 11-19-93 carting at 8: 51 p.n,
Test hole location Lot7, B1k . 2, Dickey site Hole rumber 1 Date hole wa-s prepared 11-18-93
12 6
Depth of hole bottom incht>. Diameter of holt inches
Soil data from test hole:
Depth. inches Soil texture
0 - 10"
10" - 12"
Topsoil dark brown loam
Brown clay loam
Method of scratchine sidewall Knife
2
Depth of gravel in bottom of hole inches
Date and hour of initial %%--,ter filling 11-18— . Dep1 oVotPttm I water filling_ 12 inches above hole bottom
%1ethad used to maintain at least 12 inches of water dept. in hole for at ;east 4 hours Automatic siphon
6
Maximum eater depth above hole bottom during test incho
ime
Time I
interval.
minutes
Measurement.
inches
i
I Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
8:30 l
prefill
6
8:51
9:21
5-3/16
5.8
30 min
9:35
10:05
4-15/16
6.1
"
10:15
10:45 !
4-5/8
6.5
�
I
i
l
I
�
i
I
�
Percolation rate = 6.1 minutes per inch.
CERT.1#00627
PERCOLATION TEST DATA SHEET
S—P Testinc , Inc. 11-19-93 8:52 a. m.
Percolation test reading, made h\ on ,tanm_ at
Lot7,Blk.2,Dickey site 2 11-18-93
Test hole location _ . Hole number . Date hole %%as 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 Knife
Soil texture
Topsoil dark brown loam
Depth of gravel in bottom of hole 2 Inches
11-18-93 3:30pm 12
Date and hour of initial water filling . Depth of initial Nater filling inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least -1 hours Automatic siphon
. \laximum water depth abo%e hole bottom during test 6 inches
ime
Time
interval.
minutes
I Measurement. Drop in %%ater
inches level. inches
Percolation
rate,
minutes per
inch
Remarks
8:30
prefill
6
8:52
9:22
IV 4-3/4
6.3
30 min
9:36
L 10:06
i 4 6
6.6
of it
10:14
10:44
4-3/8
6.9
IV
t
I �
Percolation rate = 6.6 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
S -P Testing, Inc. 11-19-93 8:53 �'
Percolation test readinz> made h% i,n ;tar111`. ,,t p. n,.
Test hole location Lot7,B1k.2,Diekey Site3 11-18-93
-tole 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 - 6"
Topsoil dark brown loam
6" - 10" Dark brown clay loam
10"- 12" Brown c ay oam
Method of scratchine sidewall Knife
Depth of gravel in bottom of hole 2 inches
11-18-93 3:30pm 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 w6ater depth above hole bottom during test inchea
ime
Time I I
internal. Measurement. Drop in water
minutes i inches level. inches
i
Percolation
rate.
minutes per
inch
Remarks
8:30 Pref il1 f 6
8:53 ( 9:23 5
6.0
30 min
9:37 10:07 + 4-5/8
6.5
"
10:13 { 10:43 4-5/16
7.0
"
t
I
I
I
I
Percolation rate = 6.5 minutes per inch.
CERT.n00627
PERCOLATION TEST DATA SHEET
Percolation test readim_s made b\ S—P Testing, Inc . m 11-19-93 ,t�nme at_ 8 ' S 4
P.
Testhulelocation Lot7,p'k.2,Dickey site 4 11-18-93
Hole number . Date hole �--as prepared
Depth of hole botto11 inches. Diameter of hole 6
m inches
Soil data from test hole
Depth, inches Soil texture
0 — 4"
4" — 12"
Method of scratching sidewall
Topsoil dark brown clay loam
Brown clay loam
Depth of gra- , :.:t bottom of hole 2 inches
11-18-93 3:30pm 12
Date and hour of initial water filling , Depth of initial Nater filling inches above hole bottom
Method used to maintain at least t'_ inches of water depth in hole for at least 4 hours Automatic siphon
6
Maximum %%ater depth abo%e hole bottom during test inches
ime
Time
interval,
minutes
Measurement, i Drop in water
inches le%el. inches
Percolation
rate.
minutes per
inch
Remarks
6
" 3-1/2
8.6
30 min
" 3-7/16
8.7
"
" 3-7116
8.7
"
I
Percolation rate = 8.7 minutes per inch.
CERT.n00627
PERCOLATION TEST DATA SHEET
S -P Testing, Inc. 11-19-938:55
Percolation test readincs made h% (In —starting. ► p.m.
Test hole location Lot7, Blk. 2, Dickey site Hole number 5 Date hole was prepared 11-18-93
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 sidew•all Knife
Depth of gravel in bottom of hole 2 inches
11-18-93 ;•30 12
Date and hour of initial water filling . epth 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 nater depth above hole bottom during tes, inches
.: ime
Time
interval.
minutes
Measurement.
inches
Drop in water
level. inches
Percolation
rate.
minutes per
inch
Remarks
8:30
I prefill I 6
_
8:55
9:10 I I 5-1/2
( 2.7
15 min
9:12 9:27
5-1/4
2.9
I "
9:39 i 9:54
I 5-1/16 I 3.0
"
i
I I
I i
I I
I
I
i
i
Percolation rate = 2.9 R+inutes per inch.
CE'�T.n00627
PERCOLATION TEST DATA SHEET
ra.m.•
Percolation testreadin smadeb, S—P Testing, Inc. —on11-19-93 startingat 8: 56 p:in.
Test hole location Lot? , B 1 k . 2 , Dickey site Holz number Date hole was preparers 11-18-93
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 9 inches
Date and hour of initial water filling 11-18-9 3 Ceptt�iitial water tillin 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
6
%laxir„urtt eater depth above hole bottom during test inches
,'ime
Time
interval. I Measurement. Drop in water
minutes inches level, inches
Percolation
rate,
minutes per
inch
Remarks
8:30
prefill 6
8:56
9:26 4-11/16
6.4
30 min
9:40
10:10 ” 4-1/2
6.7
I " IT
10:11
10:41 4-5/16
7.0
IT
i
i
I �
I
Percolation rate = 6 - —7minutes per inch.