HomeMy WebLinkAbout1996-01-21 Septic System Design ReportCITY OF ORONO
SEPTIC SYSTEM APPROVAL
CITY of ORONO
ty ✓' Muadcipst Offices
Past Office Box 66
cr) sW Day, hUmmets 59230066
�9kESKD¢4,
LOCATION: 165 Cristofori Cir.
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: s-P Testing REPORT DATE: January 21, 1996
The City of Orono has
approved
(approved -disapproved)
with the following comments:
your on -site system design as of June 26, 1996
(date)
THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must
be issued to a licensed septic contractor prier 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 DRAIN FIELD 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.
CLTY O OCRO�
ByStephe e, On -site Systems Manager
TELEPHONE - 473-73V • FAX - 4734510
- S-P TESTING, INC. Steven B. Schirmers - MPCA Cert.No. 627
951 Katydid Lane NE - §L Michael,- MN -5537-6 • (612) 497-3566
r
S
January 21, 1996 �Lk
Keith Waters & Associates
Lessor Residence
Lot 1, Block 3
Cristofori Woods Addition
Orono, Henn. Co., MN
This on -Site Sewage Treatment System is Designed for a Type 1, five bedroom home
designed in accordance with the Minnesota Pollution Control Agency Chapter 7080 and
local ordinances.
The soils on this site are a clay loam. The seasonally saturated soils were located at
18" - 24". Due to the seasonally saturated soils, a Pressurized Mound System V-11 need
to be installed to treat septic effluent. The bottom of the treatment area must be located
at least 3' above the saturated soils.
The soils at a depth of 12" have a percolation rate averaging 4.8 mpi.
A pumping chamber will need to be installed to lift the effluent to the treatment area.
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 deice, this is in case of a pump failure.
The manifold and supply line pipe must h - drainage to the pumping chamber.
The distribution pipes shall have their enc. G. Be sure the rock and sand fill
material are clean. The sod layer below th.- _ ore mounded area must be turned over,
just break up the sod, be sure not to over work.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
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,
due to adding more solids & fine solids passing through to the system. Excessive
amounts of soaps, cleaning agents & chlorine agents may kill the bacteria needed to
treat septic effluent. Additives are not recommended. Recommend to pLmp & clean
your tanks through the manhole by a certified pumper every 2 years. Check with your
pumper to set up a schedule.
"� "`
Steven B. Schirmers
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated gpd
or measured - x 1.5 = gpd.
B. SEPTIC TANK LIQUID VOLUMES
i- w5 o 4 I- I o o G gallons
C. SOUS (refer to site evaluation)
I. Depth to restricting layer = � a inches
2. Depth of percolation tests = ) : " inches
3. Percolation rate ) 3 .L- mpi
4. Land slope y %
Erumated Sewage Flow in Gallas per Day ftpM
Number
of
Type I
Type It
Type III
Type IV
aeaoomr
2
30D
225
Io
60%
3
ISO
300
219
01
4i
4
S
600
750
37S
ISO
I 236
2"
•�•
6
900
IOSO
525
600
332
370
.�.
Ming"
8
120D
675
Ia
of
licdtooanr
�
2 or ku
750
1.125
3 or 4
1. ow
13a1
S a 6
1 Soo
2.250
7 or 9
IODD
3.00D
over 9
Sea G6. C-6
(I 13)
D. ROCK LAYER D34ENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
i, gpd x 0.83 sq. ft. / gpd =
2. Select width of rock layer (10 feet or less) = io ft.
3. Length of rock layer = area + width = Rock Bed
;oti' sq. ft. i /o ft. = Iv ft.
;?�� • th s10 fc
E. ROCK VOLUME
�-- Length
1. Multiply rock area by rock depth to get cubic feet of rock;
rid 4 sq. ft. x 1-o-L ft. _ ► V cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
�,� cu. ft. y 27 = a n cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
-a q cu. yd. x 1.4 ton/cu. yd. = 34 tons.
F. ADSORPTION WIDTH L%-avc )-vaw
1. Percolation rate in top 12 inches of soil is 13, L mpi
2. Select allowable soil loading rate from table;
a gpd/ft'
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= , u Sgpd/fry = L r Q
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
o.c,� x I0 ft =3)..17 ft
W6d1b
7a►1a
PercalabonRaw
�luure. pn esh
Soil Texture��
e'&
(mp,1
Faster than 0.1
Coarse Sand
110
1.00
0.1 10 5
Sand
110
1.00
0.1 to 5
Fine Sand-
0.60
2.00
6 to 15
Sandy Loam
0.79
132
16 to 30
Loam
0.60
2.00
31 to 45
Silt loam
0.50
2.40
46 to 60
Clay Loam
0.45
2.67
61 t0120
Clay
024
3.00
Slower than 120
Clav
--
-
- SW 1a" 50R A mom of rrnr R tf V Rh ban&
WA
G. DOWNSLOPE DIKE WIDTH
1. If landslope is 3Sc or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
_ O ft- W ft = i q feet
2. Calculate Minimum mound size based on geometery:
a. Determine depth of dean sand fill at upslope edge of rock
layer: Separation / , -; feet
b. Multiply rock layer width by landslope
to determine drop in elevation;
Slope Difference Separation
is x H % 1 100 = , t-1 feet UPSI,De wletn
c. Add depth of clean sand for separation (2a) J.1- feet
at upslope edge, depth of rock layer (1 foot) to depth of
cover 0 foot) to find the mound height at the upslope edge
of rock layer;
1. - ft + lft + 1ft = j .'L feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3. a_
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: x 3" L� _ _11 feet
f. Add depth of clean sand for slope difference (2b) at
downslope edge, to the mound height at the upslope edge
of rock layer (20 to find the downslope height;
z. 3 ft + .14 ft = 3.') feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of 1-4 . 7 (,
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: H.,) L x 3. /') _ )j feet
i. Compare the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width;
� feet
I foot Cher`
I foot
Step* Difference s� rill
ROCta rd WIWI
_/c_ teet DOwnSIODe M101'1
lNe feet
- ts ursrWain
j. Total mound width is the sum of I = font
upslope dike (G.2e) width plus rock
layer width (D.2) plus o , ueetep. �:t.t.
downslope dike w-idth(G.2i); : �. JL foot
ft+_ft+ ift= Zcl feet
k. Total mound length is the sum of
upslope dike width (G.2e) plus rock layer
length (D.3) plus upslope dike width (G.2e);
ft + (,,e ft + I I ft = )_ feet
I T t.q -, I qe /oy
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60
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301
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711
2.91
32a
L76
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LSI
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1.79
am
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0.90
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712
366
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3115
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3.12
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2.3
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CERT!FICATIOY If 00627 LogS of Soil Borins
Location or Project ' Dan Parten, 4300 Bayside Rd.,No.site, Orono L04i sLV3
9ori'rgs made by S-P Testing, Inc Steve Schirmers Date 9-1�-8.
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 in
feet Surface elevation 953.4 feet Surface elevation 950.8
0
2
.. 3
4 -
5 -
6 - r
7 -
8 -
Topsoil dark brown loam
0 - 10"
Brown clay loam
10" - 111011-MOTTLINC
Rusty olive gray
clay loam
1110" - 2'10"
Rusty olive brown
loam
Topsoil dark brown oam
0 - 1'
1 -
Gray brown loam
1' - 1'10"-MOTTLING
2 -
Rusty olive brown
clay loam
3 -
1' 10" - 4'
4 -
Rusty olive brown
loam
5 -
2" 10" - 6' 6 -
7
End of bt at 61 feet.
Stand-ii..,• table:
present at feet of.depth,
hours after boring.
Not present in hole X.
8 -
4' - 6' '
End of boring at 6' feet.
Standing water table:
present at feet of depth,
hours after boring.
Not present in hole X
Mottled soil: Mottled soil:
1'10" 1'10"
Observed at feet of .depth. Observed at
Not present in hole Not present in hole
Comments: Comments:
feet of depth. I
LI i J
CERTIFICATION 0 00627 Logs of Soil Borings
tp•f,. ,
vocation or Project Dan P)rten, 4300 Bayside Rd.,No.si•te, Orono,,,,,, waics,, Qye
Borings made by S-P Testina, Inc. Steve Schirmers Date 9-19-89
Classifiction System: AASHU USDA-SCS X Unified Other
Auger used (check two): Hand X , or Power , Flight , or Bucket X
Depth,
Boring number 3
Depth,
Boring number 4
in
feet
Surface elevation 948.2
in
feet
surface elevation 952.0
0 -
0 -
Topsoil dark brown loam
Topsoil dark brown loam
0 - e"
0 - a"
Gray brown loam
8" - 1'2"
Gray brown clay loam
1 -
1 -
Bro
2 -
Qoamay 1'2" - 1'8"-MOTTLING
2 -
8"
Rusty olive brown clay loani
118" - c'_4"
Rusty olive brown
clay loam
Rusty olive gray
3 -
204" - 3'211 clay loam
3 -
1010" - 312"
Rusty gray clay loam very
312" - 3110" strong
Rusty'olive brown
4 -
4 -
Rusty olive brown
loam
loam
5 -
3110" - 514"
5 -
Rusty gray silty loam
5'4" - 6'
312" - 6'
6 -
6 -
7 -
7 -
8 -
8 -
End of boring at 6' feet.
Standing water table:
present at feet of depth,
hours -after boring.
Not present in hole X
Mottled soil:
Observed at feet of depth.
Not present in hole
Comments:
End of boring at 61 ..
Standing water table:
present at feet of depth;
hours after boring.
Not present in hole X
Mottled soil:
Observed at 1'10" feet of depth.
Not present in hole
Comments:
CERTIFICATION 4 0062. Logs 04' Soil Borings
)an Parten, 4300 Bayst. a d..r'c,.site, Orono
Location or p ro�ect ca...�etr�s�, wnest
Borings m�o, by S-p Testing, Inc. Steve "-_..,-mer�. Date
9-19-89
Classifiction System: AASHO USDA-SCS X Unified Other
Auger used (check two): Hand X or Power Flight__, or Bucket X
Depth; Bering number�5 Depth, Boring ►•.umber 6
in in
feet Surface elevation 949.8 feet Surface elevation_ 19.7
0 -
Topsoil dark brown luam
0 - 8" _
1 - Gray brown loam
8" - 1-1/2'-Mi:TTLING
2 _ Rusty olive brown
clay loam
1-1/2' - 3'
3 -
Rusty olive gray
4 - clay strong
3 _ 4 '10"
5 - Rusty olive brown silty loan
4'10" - 5-1/2'
Rusty olive brown loam
6 - -- _5-1/2' -- 6' -
En(f. of boring at 6
Standing water table:
0111 5sent at feet of
..rs af;.er borinc,
Not prt ant in hole Y
Mottled soil:
Ob.s �d at 1-1/2'fe�t of depth.
Not ;,i.esent in hole
Comments:
I -
2 -
3 -
4 -
8 -
Topsoil dark brown loam
0 - 8"
Gray brown loam
1-1/2' WOTT) IwG
Rusty olive brown
clay loam
1'8" - 3'
Rusty olive gray
clay loam strong
3' - 4'2"
Rusty gray silty clay loam
4'2" - 4'8"
Rusty olive gray
418" - 502" Ti
Rusty olive bc..
562„ - 6. ._..�
of boring at 6' feet.
Standing water table:
ur,sent at feet of depth,
hc,w- af`_j` boring.
Not present in hole X _
Mottled toil:
Observed at 1-1/2' feet of depth.
Not present in hole_
'Comments:
S-P TESTING, INC. Steven B. Schirmers - MPCA Cert. No. 627
951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566
Keith Waters & Associates
Lessor Residence
Lot 1, Block 3
Cristofori Woods Addition
Orono, Henn. (.u., MN
Borings completed on January 16, 1996
Hand bucket auger used to complete borings
BORING NUMBER 7- elev.949.2 - MOTTLED 24" - Standing water present in boring at
48", 22 hours after boring.
0 - 18" Topsoil dark brown loam - 10YR 2/1
18" - 24" Brown clay loam - 10YR 4/3
24" - 46" Rusty olive brown clay loam - 2.5Y 4/2
46" - 60" Rusty olive gray loam - 5Y 6/2
WORING NUMBER 8- elev.950.1 - MOTTLED 1'8" - No standing water present in
be .
0 -
12"
Topsoil dark brown loam - 10YR 2/1
12" -
20"
Brown clay loam - 10YR 3/1
20" -
36"
Rusty olive brown clay loam - 2.5Y 5i 1
39' -
46"
Rusty olive gray clay loam - 5Y 4/2
46" -
60"
Rusty ol!**,, P, gray loam - 5Y 5/3
BORING NUMBER 9- elev.949.3 - MOTTLED 1'10" - No standing water present in
boring.
0 - 12" Topsoil d-. gown loam - 10YR 2/1
12" - 22" Brown cl- -am - 10YR 3/4
22" - 34" Rusty o,. .>rown clay loam - 2.5Y 5/3
34" - 60" Rusty olive brown loam - 5Y 5/2
CART.?0^527
PERCOLATION TEST DATA SHEET
S-P Testin , Inc. 9-20-89 57 '''nt' +
Pereo.atian .es. railings made by g -o" starting a� 9:p.m.
4300 Bayside ..,NQ sit 1 9-19-89
Tcs! hole :oca::o^ +--�'$ -I- � � oev % ole number , Date hole was prepared
Depth of ho:e Mco"+ 18 inches, Diameter of hole 6 inches
Soil data from !est hole:
Depth.:rches
0 - 10"
10" - 18"
Soil texture
Topsoil dark brown loam
Brown clay loam
Method of scratching sidewall Kn i f e
Depth of gravel in bottom of hole 2 - inches
9-19-89 12:00ppm 12
Date and hourof initial water filling— . _ Uepth ofinitial water filling inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hoursAutomatic siphon
6 ..
Maximum water depth above hole bottom during test•:__ nehes
Time
Time interval,
i minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
dater remaining in test
hole
):57 10:27 I
6
1-3/16
25.3
30 min
10:32 i 11:02
L1:07 i 11:37
i
i
EL
25.3
Percolation rate = minutes per inch.
CERT. #00627
- --m
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 9-20-89 9:58 a"rr'"
Percolation test readings mace by on starting at - T-m.
4300 Bayside Rd.,No.site 2 9-19-89
Test hole location %-c A, t,,o,., 3 -rygrertoms wvp*s , Hole number Date hole was prepared
Depth of ho!c bottorn 18 inches, Diameter of We 6 inches
Soil data from test ho'.e:
Depth,incaes
0 - 12"
12" - 18"
Method ofscratching sieewalt Knife
Soil texture
Topsoil dark brown loam
Gray brown loam
Depth of gravel in bottom of hole 2 inches
9-19-89 12:00pm 12
Date and hour of initial water f lling , 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
Time
Time (
interval,
minutes l
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
9:45
prefill I
6
9:58
10:28
to2-3/16
13.7
30 min
10:31
11:01
j "
2
15.0
of of
11:08 I 11:38
1-7/8
16.0
"
I
i
W
.. 1
Percolate- ►ate = 14.9 minutes per inch.
CERT. EO0627
PERCOLATION TEST DATA SHEET
a. m:
Percolstiontest reidincsmadebv S—P Testing, Inc. o„ 9-20-89 �tartingar 9:59 p M.4 3 !
riu•
Testho'.elocation 04, B3Y a3e R�d� N0 sit 3 9-19-89
Hole number , Date hole was prepared
Depth of hose bottom 18 ;riches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches
0 — 8"
8" — 14"
Soil texture
Topsoil dark brown loan
gray brown loam
rown c ay loam
Slethod of scratching sidewall Knife
2
Depth of gravel in bottom of hole incbes
i
Date and hour of initial water filling 9-1 _ 8 9 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
6
Maximum water depth above hole bottom during test inches
Time
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
Water remaining
in t
tst hole
9:59
10:29
6
1-3/16
25.3
30 min
10:30
11:00
11:09
11:39
Z5.3
Percolation rate = _r*+inutes per inch.
W
CERT.#00627
PERCOLATION TEST DATA SHEET
S—P Testin Inc9-20-89 9:56 J'm'1
1 crcolation test readir. s made by 9 . on starting ar p.m.
fJurrl
4300 Bays'de Rd.,Nc site 4 9-19-89
Test hole locution�L izx.a X- llpmx W956U �- ole number Date hole was prepared
Depth of hole bottom 18 inches, Diameter of hole 6 inches
Soil data from test We:
Depth, inches Soil texture
0 — 811
811 — 1811
Topsoil dark brown loam
Gray brown clay loam
Mcthcxl of scratching sidewall Kn i f e
2
Depth of gravel in bottom of hose inches
9-19-89 12:00pm 12
Date and hour of initial water fifling , Depth of initial water filling inches above hole bottom
Mcthod used to maintain at't.�st 12 inches of water depth in hole for at least 4 hours Automatic siphon
6
Maximum water depth above hole bottom during test inches
Time
Time
interval,
minutes I
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
9:45 pre fi11 6
9:56
10:26
2-3/8
12.6
30 min
10:33
11:03
2-5/16
13.0
"
11:06 11:36
2-1/8
14.1
"
i
I
I �
i I
i
I
I
13.2
Percolation rate = minutes per inch.
M
CEP^. #0062 7
PERCOLATION TEST DATA SHEET
Percolation test readingsn•adebv S—P Testing, Inc. Pn,in 9-20-89 startingat 9:54
Test We location 4300 Bays ide Rd . , No . s i tRole number 6 , Date hole was prepared 9 —19 — 8 9
V- " o0o eo:
Depth of hole bottom 18 finches, Diameter of holy —6inches
Soil data from test hole:
Depth, inches Soil texture
0 — 8"
811 — 1811
Topsoil dark brown loam
Gray brown loam
y'c'hod of scratchin,,, sidewall Knife
2
Depth of gravel in bottom of hole inches
9-19.-89 12:OOpm 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 •
Time
line
interval, I Measurement,
minutes inches
Drop in water
level, inches
Percolation
Percolation
rate.
minutes per
inch
Remarks
9:45 prefill 6
9:54 I 10:09
4-1/8
3-7/6
3-3/4
3.6
15 min
10:20
10:35
3.9
"
10:40
10:45
4.0
"
11:04
11:19 i
3-5/8
4.1
"
11:30
11:45 i "
3-5/8
4.1
of If
,
I
I
Percolation rate = 4.1 minutes per inch.
I
j
. _ 11
CERT.=00527
PERCOLATION TEST DATA SHEET
:
Percolat:on ;est reatirzs mire bv_. S—p Testing, Inc. 9-20-89
o� starting at_ 955
(Awl
Test ho:c loca::on ` 4300 � �B,yly ss i de40 q *jkNo ss i t 5 9 —19 — 8 9
+' , �ote number , Date hole was prepared
Av0 .
Depth of ho!c bottom 18 ;riches, Diameter of holy 6 inches
Soil da!a from test he:e:
Depth, inches Soil texture
0 — 10"
10" — 18"
Topsoil dark brown loam
Gray brown loam
Method of scratching sidewalt Knife .
2
Depth of gravel in bottom of hole inches
9-19-89 12:OOpm 12
Date and hour of initial water filling , Depth of initial water filling_ inches above hole bottom --
Method used to maintain at !east 12 inches of water depth in hole for at least 4 hours Automatic siphon
6 :.
Maximum water depth above hole bottom during test inches
Time
Timc
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
9:45
pre fi11
6
9:55
10:25
1-1/4
24.0
30 min
10:34
11:04
1-3/16
25.3
"
11:05
11:35
1-3/16
25.3
"
I
W
Percolation rate = 2 4 . 9 minutes per inch.
CERTIFICATION NO.627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing. Inc. on 1-17-96 starting at 11:30am.
Test hole location Lot 1. Blk, 3. Cr*st fori Wmds Add.. Orono. Henn. Co.
Test hole number 7 Date test hole was prepared 1- 16-96,
Depth of hole bottom 11 inches Diameter of hole k inches.
DEPTH,;NCHES
0 - 12"
Topsoil dark brown loam
SOIL TEXTURE
Method of scratching sidewall is Mite. 0 Depth of gr:.;,-', 'n bottom of hole is 2 inches Date and hour of initial
-water filling 1-16-%. 1:39= Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon
Maximum water depth above hole bottom during test is!k inches.
Measurement,
Drop in water level,
I Percolation rate,
Time ;1_Timfkinterval,_njin
i.-- I
--- ---inches-.--..---
inches _4
minutes per inch
Remarks
1 '1:20 --p[991
6
I
11:30 11:45
6
3-5116
1 4.5
15 min
11:52 12:07
6
3-3/16
4.7
15 min
12:08 12:23
6
3-1/8
4.8
15 min
Percolation rate = 5.9 minutcs per inch.
CERTIFICATION NO.627
PERCOLAT '' DATA SHEET
Percolation test readings made by S-P Testing. Inc. , :.-starting at 11;31 am,
Test hole location Lot L Rik, 3- Cristofori Woods Add Orono, Henn Co
Test hole number 8 Date test hole was prepared 1-1¢96•
Depth of hole bottom 12 inches Diameter of hole ¢ inches.
SOIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 12" _ Topsoil dark brown loam
Method of scratching sidewall is knife, Depth of gravel in bottom of hole is 2 inctics, Date and hour of initial
water filling 116-96, 1:30pm. Depth of initial water filling is des above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siiphon
Maximum water depth above hole bottom during test is ¢ inches.
Time
11:20
11:31
11:51
--- 12:09 -�-
Time interval,min
_ prefill --
I 11.46
—12:06
12:24 _-;---
Measurement, I Drop i, water level,
_inches inches _
� ----- 6
6 I 3-1/8
_ 6 _ — 2-15116
6 -- -- 2-7/8
Percolation rate,
minutes per in
4.8
Remarks
15 min
5.1
— 5.2 _ -
15 min
15rrin
-
Percolation rate = 5Qminutes per inch.
CERTIFICATION NO.627
PERCOLATION TEST DATA SHEET
Percolation test re^dings made by S-P Testing. Inc. on 1-17-96 starting at 11;32am.
'rest hole location Lot 1 Blk. 3 Cristofori Woods Add Orono, Henn. Co.
Test hole number 9 Date test hole was prepared 1-16-96.
Depth of hole bottom 1-inches Diameter of hole 6 inches.
DEPTH,INCHES
0 - 12"
Topsoil dark brown loam
SOIL TEXTURE
Method of scratching sidewall is kll&. Depth of gravel in bottom of hole is 2 inches Date and hour of initial
water filling 1-16-96. 1:30nm. Depth of initial water tilling is 12 *nches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siPhon
Maximum water depth above hole bottom during test is h inches.
Measurenie;
Time
.Time interval,min
inches
11 _20 —-------
- Prefill - - _
- -6 —
11:32
11:47 I
6
11:50
! 12:05 i
6
- —12:10 -
- 12:25 -- - '
6
—
I
Percolation rate = -4,6jminutes per inch
Droj.
1
rater level,Percolation rate, I
II I
inches _ ,_ minutes r inch Remarks
4
— -- 3=114
-- - 3-114
4.6
4.6
15 min _ J
i 5 min
15 min
SANDY LOAIA SOIL
LAYER OF GEOI L,%1 ILE
FABRIC; OAR E4 INgCHCS OF
BUILDING PAPERY--�
11/t' OR 2'
PIPE FROM PUMP
3/-_21/•
COAN ROCK
TOPSOILS .'
r
0LEAgq
Nd FILL
�to
OIVERSION FOR
SURFACE WATER
f'r
96
BOD
ROkELAYERN up
FjARRIE.RAL .....;
LAYER
LAYOUT OF PERFORATED PIPE LATERALS FDA
PRESSURE DISTRIBUTION IN W Nn
si.RFORATED PLASTIC PIPE
SMCW4
PERFORATIONS SPACED 36' R . Rdf'!0'
END SIEEMAY BEP> 4' 131' o+v \ ►0
VIEW OR i/4. 16.
tMANIFOLD
f PIPE
PERFORATIONS ON BOTTOM OF
PLASTIC PIPE
+a(ALTERNATE LOCATIC:i ,
OF PIPE FROM PUMrl
END CAP 'D,
LIfER�L
���� IERFCRIIED PVMPWG CPE KAUDER
Of
GRASS COVER -
SAND FILL--
TO ROPE j
�OPSOIL ZPLOWEO OR 1/4Wr_
ussolL DISHED SUPFACE
CROSS SECTION A - A
PIPE FROM
PIMPING CHAMBER
`t . rrii
PERFORATED II
LATERALS ;
BED AREA--\ I ' . , •-
INCH I . •� INIHu
,�0 FEET',
DIKE MAX.
TOTAL WIDTH
END 4'ERFORATION OF A PERFOR,iTEC LATERAL
Gr. te.w
iPwII
M 6NNaMN FYrk Iw NM•
1+fed IAR It". ••awwM
- -- +�-`.
�PwMrd+. arl.r Nn k.wNw�
y A. 62* to [ram:
s�c d P« : • .f � Lftrew
• P0IwY1N11/ •Low"
CNt.. fear L.yw hlw. d UprN
..
Wso"I Soil h.�r•./ s.o111N
R41w• PNuq sear L.�
F-8
REDWOOD. CEOA� OR
WATER TIGHT B LOCKABLE ELECTRIC BOX--, TREATED POST (4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS— BALL ELECTRIC CONNECTIONS MADE
2' PVC CONDUIT SCHEDULE 80 INSIDE BOX
MANHOLE COVER CHAINED BLOCKED 6*SFT LOOP EMOOFF �ER CORD FOR
SEALED MANHOLE RINGS T FINAL GRADE
• 1` AT LEAST 12' ��
SEALED TANK COVER --I
PLASTIC ROPE OR CHAIN
WITH ANCHOR --�`
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT
_Sj RT_LEVEL_9
3'
SHUT-�FF__,EYEU_Q _
PUMP CONTROL FLOAT
` BELOW GRADE
WIRE FROM POWER SUPPLY
PIPE IS LAID ON A UNIFORM SLOPE FROM
r8�13 STATION UP TO SOIL TREATMENT MEA
PROPER DRAINBACK
�— IF PIPE AT TANK MUST BE LOWER THAN
UNION, TO GET ELEVATION FOR ORAINBACK.
A'A INCH WEEP HOLE MUST BE USED
-- WEEP HOLE
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
MUST NOT RUN OVER ANY TANKS BUr
MUST BE LAID BESIDE OTIIER TANKS
AND MUST BE PLACED IN CONDUIT
ALONG POST
ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
CONTACT.
METAL
COVER
CONCRETE
MANHOLE
RING
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
Figure F-8