HomeMy WebLinkAbout1996-008262 - new septic system PERMIT
CITY OF ORONO PERMIT TYPE:
2750 Kelley Parkway- P.O. Box 66 Permit p� WATER
Crystal Bay, Minnesota 55323 Permit Number:
(612)473-7357 Date Issued: 0R/14/96
SITE ADDRESS:
640 ORCHARD PK RD
LSV
P. I .N. ' 32-118-23-22-000S
DESCRIPTION:
NEW SEPTIC SYSTEM
Sewer & Water Permit Type NEW SEPTIC SYSTE
Sewer & Water Work Type RESIDENCE
REMARKS:
FEE SUMMARY:
Base Fee $100 .00
Surcharge5Q
Total Fee $100. R0
CONTRACTOR: - Applicant - OWNER:
GLEASON BUD 54756925 KMETZ TONY
19300 66TH AVE N 640 ORCHARD PK RD
HAMEL MN 55340 ORONO MN 55:=:S6
0;12)i 478-6926 (612)404-0405
THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REQ. IMPRO EMENTS M ,,,
SPECIFIED AND AGREES TO DO ALL/WORK` IN STRICT COMPLIANCE ,WITWALL CITY OF
L ORONO r ORDINANCES AND STATE OF MINNESOTA U I LD I NGS.C DE "i RE REMENTS.
APPLICANT/PERMITEE SIGNATURE 7 ISSUED BY:SIGNATURE
CITY OF ORONO SEPTIC SYSTEM PERMIT APPLICATION
Box 66 (2750 Kelley Parkway)
Crystal Bay, MN 55323
•JOB SITE ADDRESS: �J Oy )o 69ric
Occupancy Type: Residential ( '\ Commercial Other
Permit Type: New or Replacement System, $100.00 X
Repair Existing System, $ 50.00
(Tanks or Drainfield)
0.50 State surcharge added to above fees
*See fee schedule for non-residential permit fees
Owner's Name: 72,./1 y /��1 PhoneNumber: goy--c'ro3
Mailing Address:PC o/echi9 r,'1) e'K �Q. City: 04)0/VO ZiP: 5 3.3
Contractor's Name: gvD G
L rA0A/ PhoneNumber: y7 '�6 9
Mailing Address: /7300 City: Mine L- Zip:555 4'v
DO NOT MAIL PAYMENT WITH THIS APPLICATION
GENERAL INSTRUCTIONS
1. Applications for septic system permits may be mailed or submitted in person at the City
Offices; however, permits will not be mailed out. The permit must be picked up in
person at the City Offices and work must not begin unless the permit card is on the job
site.
2. Permits will be issued only to contractors holding a City of Orono Septic System
Installers License.
3. All work must be done in accordance with the approved septic system design. Design
reports are not considered approved unless accompanied by the "City of Orono Septic
System Approval" cover sheet signed by the City Inspector.
4. The following inspections will be required for all septic systems:
A. Pre-installation site inspection to include inspector, installer, and general contractor.
B. Tank installation prior to covering.
C. Drainfield trench installation prior to covering. For mounds, inspection is required
after rough-up but prior to sand placement (sand will be jar tested for silt content),
and again during pressure distribution piping installation in the rock bed.
D. Final inspection to verify proper final cover depths and to verify that all pump station
(where required) components are functional and comply with codes.
5. Individual holding MPCA Installer Certificate shall be present during inspections: A 24-
hour notice is required for all inspections.
w ,.
NOTE: Applicant must initial all spaces. Fill in all appropriate blanks, check all appropriate
boxes.
1. I have received a copy of the system design including the City of Orono
Septic System Approval Cover Sheet.
2. I will be installing the following:
A. Tanks: Precast Concrete _ Other Manufacturer
Tank Capacities: 1) /000 gal. 2)/GILD gal. 3)l006 gal.
B. Pump Station (if required)
Pump make & model /4 ee/l (attach pump curve &
literature); system design re4uires 3/ gpm at — —feet of head.
High water alarm make & model . Outside
electrical work to be completed by installer electrician !/
other . Inside electrical work must be completed by
electrician.
C. Treatment System:
Trenches: s.f. Mound
Depth of rock below pipe " Rock bed dimensions JO 'x y/ '
Drop Boxes Sand bed dimensions /7 'x 7/ '
Distribution Box Pressure Dist. Pipe Diam. / "
/Maniford Pipe Diam. aZ "
D. Final Cover/Topsoil to be: V borrowed from site
(show location on site plan)
trucked in
The undersigned hereby applies to the City of Orono for issuance of a septic system installation
permit, agrees to do all work in strict accordance with the ordinances of the City and the
regulations of the State of Minnesota, and certifies that all statements made on this application
are complete, true and correct.
Signature of Applicant: "5 de% 1 Date: c5 c�
MPCA Certification No.: DV
Staff Review: Approv Denial e--/e-/-?5
.410111.
Reviewer: �,� Date:
Reason for Denial:
„,,,,,),„,,,w .
/ --�� ` CITY OF ORONO�' /�� , _ SEPTIC SYSTEM APPROVAL
.:‘,.
V,�,.. CITY of ORONO
`f' Municipal Offices .
,_ (' ,C',,F `�, Post.Office Box 66 •
Y” 1 n1_
ti i. G Crystal Bay,Minnesota 55323-0066
kzso
- LOCATION: 640 Orchard Park Rd.
Rhonda Wilson
OWNER:
GENERAL. CONTRACTOR: SEPTIC CONTRACTOR:_ _
July
— July 11, 1991 Revised
SITE EVALUATOR: S—P Testing REPORT DATE: January 23, 1995 _
Approved your on-site system design as of January 2 5, 199 5
The City of Orono has
(approved-disapproved) (date)
with the following comments: A variance to allow a 10 ' setback to the proper[- ..
line is granted as no viable alternatives are available. ,
THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must t
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 ORONO
By i1: . "..1)'. .;G/ i
Stephen eckman, On-site Systems Manager
TELEPHONE-473-7357• FAX-473-0510
•
S-P TESTING, INC.
951 KATYDID LANE
ST. MICHAEL, MN 55376
497-3566
Steven B. Schirmers
REVISED January 23 , 1995
July 11, 1991
Rhonda Wilson
640 Orchard Park Rd.
Orono, Henn. Co. , MN
This On-Site Sewage Treatment System is Designed for a Type 1, four
bedroom home in accordance with the Minnesota Pollution Control
Agency Chapter 7080 and local ordinances .
The soils on this site are SCS soils mapped - ErC2 - Erin Clay loam.
A seasonally high water table was located at 16" & 20" , (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 10 . 4
min/inch and are adequate for treating septic effluent.
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 sod 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
Soil and Percolation Tests
Septic System Design
640 Orchard Park Rd.
Orono
(2)
Approval will be needed to be 10 ' from the toe of the mound to the
property line .
The absorption area is 82 ' from the existing well . The toe of the
mound is 70 ' from the well which meets city codes .
This site has an existing failing system due to strong clay soils
with a high seasonally high water table , the existing tank is deep
& old & will need to be abandoned, pumped & filled with soil .
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 into the septic tanks . Garbage
disposals are not recommended . Excessive amounts of soaps , cleaning
agents & chlorine agents may kill the bacteria needed to treat
septic effluent. Additives are not recommended. Recommend to pump
& clean your tank through the manhole by a certified pumper every
year if you have 1 tank and every 2 years if you have two tanks .
Steven B. Schirmers
SBS/ds
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'CRM -Co\' • -;,.)e-,--,.-1>a t_ ,' PROPERTY OF Ply Qom\ Y
S Percolation Tests Scale: 1 - 3 O
c.uV t-� -t - Ipc7 . o o XSoil Borings (...,1-1() D-..4e,_\-It 2.\."0.-'7" \')=`-`=- -- ``A.
0 Bench Mork (9 -O -3 O P-1 1-1. 1.-1 7- L-1 a-'. . CI,D
- Note: This system is to be constructed to meet
- " the Minnesoto Pollution Control Agency 5—I" TESTING/NC.
. Chapter 7080 & Local Ordinance Designed By /.,—,
'- r A-) Lf' (..
Note : Check all underground utilities Date:. /1i/21, PH.612-497-3566
- . 5t-
t -
L}:ISS
- /09- 55, Apo -•- - - -
' `--")1e---IC"S,q
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SET- BACKS 1
+S /0' I S
T 1
HOUSE System must be: •
Tonk from property lines X- S __e_...--(t 0,--\ C'U' +S A N.-- LA-)vo'c-Yr .
4Ll.- 1ZA-Gt.n -f ?S from wells •
uV15,0\'C`-4 30 from bldgs.
6% _
,,,, Treatment area - from lakes , streams
Treatment area from property lines t °J1` 'F"�NOTE Power supply and switches must be located in a
+�+.�»'�� 'IC.' wells
weather proof enclosure outside the pumping chamber and manhole
MANIIDLES
CiAcCr`,cc_ _212 from bldgs.
.' _1 /0 from trees , LI_ BORING ELEVATIONS
`I i � I 1
2jmin. 1 ,
/ .
`� "dia.su I i TH"I EL.- �
grade—%TH."2 EL.-3B
Tank Tank TH"3 EL. :c)
Drop to Tank ' PRESSURE DISTRIBUTION MOUND SYSTEM
TH,"4 EL-
Min. I"to 8' I �-Pumping TH."5 EL.-
Max.l"to4' 4. Y-- --- -F) 'VR).\Y.-S S\-\'A\.L.-o(L) Chamber ELEVATION of PROPOSED PUMPING
'.to 6 dia.pipe
4 CHAMBER-g0).o u'c.o,•?,-1w,? 143.0
A
SYSTEM DESIGN -MOUND •
Y`�oni-.-00? o r-*-xYa.'“p.) -"St..*-•99.S
BAs w,c).-r. 5L-44- ells
TYPE- .., .a._ BEDROOM , Average percolation rote /0.4 min./inch (design.83 sq.ft treatment area per gol. of daily sewage flow) {
(GOO gal./day x.83sq.ft/gal.`I").(/ sq.ft.of treatment area +10%= 5-'r'?sq.ft. (= IOft,width= 5 C ft.length of bed area+side slope run to I x2 height= 'J-.S2_ft.x...4f..5_ft.lawn•area needed)
Clean rock needed- S')'-1 sq.ft.treatment area x /•05' depth of rock=S1'4 cu.ft--27=�Lcu.yds,(3/4"to 21/2'dia. ,includes 2"of rock above pipe)
I
--(--°A``;'--- --.-- Clean-sand fill below rock needed )9 S cu.yds. approx. , sandy loam back fill " cu.yds.approx., topsoil 6" (03 cu.yd. E'J -• SA1J0__ =•9'C /-"
W ASN o (¢E[A�'11�ti>A1� -CO A00 ).o% 'C� 'CoP501L_FOS- \FK$—'- �_S,..0_' __�-�---G-"-Yv__CofAL.
Number of tanks required a , 1st tank)D0 0 got. , 2nd tonklao D gal,minimums ¶ u s P1-1 m P�N t L-R�m GWtr R-
Pumping chamber capacity- 25% of daily sewage flow of 1°-gal.=)5'0 gal.+reserve storage of 15 0 g.a 1 /BFB od gal.+pipe back drainage- PROPERTY OF:Z4-1 ot,\v A- X11 t_L.S
of.__Lgol./100 lin.ft.of2_,_"dia. supply pipe• , lin.ft.needed l�,ao gal.+manifold pipe lin.ftneeded "7 , - gal. (..-1-10 oQ-Ll}PF-\--) Q C} - �041,
total capacity needed 11 P. gal.(plus area for pump) ugh 'min. /ooD ouat.ca '. c——opo .m7-1 \-1-�J1-)7-N /I-0 .
Distribution pipe1�L3 dia. , )S7 lin.ft, Imo`'_"dia. perforations "gt., "apart
Pump size.J.t/� hp. (pumpable capacity 11 gal. 4 cycles/day) t_1 s�.ci, AL) i 1-1-1ao 'F'- -cos .,pvscld)}2V-E- y O oda,►I m,,n I ,S'-P TEST/NG /
Note: When constructing bed - , this Oreo should be shaped Note: Distance from treatment Oreo to neighboring wells- IDesi ned D ���"'
''�
to divert run-off from entering treatment area. i.- -('1-4- /00' I 9 Y
Date .1/ / PH. 612-497-3566
•
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd) -
,
/-, . A. FLOW Estimated Sewage flows in Gallons per day
•
Estimated (coo gpd (see pages D-7 or I-3,4,5) Number � ')
or measured - gpd x 1.5 = BedroomsTypc 1 Type II Type HI TIV
t 2 300 225 180 1i
B. SEPTIC TANK LIQUID VOLUMES 3 45° 300 218 60%
4 600 375 256 h.
a, -/0 0 0 gallons (see pages C-3 or C-5) 6 7550 45025 3994 VI
I-
7 1050 600 370 IT
8 1200 675 4011 rause
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = 1 .'-i-o a v/,inches Septic Teak Capacities.hi galloon
ids
2. Depth of percolation tests = /:Z ' inches ;ed, s' Mm Capacityber oimum Lial l.qus disponi'
3. Percolation rate . /O. 1-1 mpi 2;eI ss ,p 15tH
4. Land slope --- % 74. a 9 Wit° 3000
'
over 9 .•»..
D. ROCK LAYER DIMENSIONS --
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 = ,
bA
C.oD gpd x 0.83 sq. ft./gpd =y9cel sq. ft.4 I Dc.-if, = 6111
2. Select width of rock layer (10 feet or less) = /D ft.
3. Length of rock layer = Area 1 Width =
54 '? sq. ft. 1 /0 _ft. = .__Sft. Rock Bed
�:r:;:iigi r• •r• ::::P r.�**4'
: .I.•..ti.•..ti.,,•ti..,.? t•!4
••.•ti•ti•ti•ti••.• 510 ft.
f•1•r•t•f•t•t• f•t•t•r•t• I
E. ROCK VOLUME '•f►- f '-ff fn f•• f f f
- • •_r f,
Length
1. Multiply rock area by rock depth to get cubic feet of rock;
414? ,sq. ft. x/.o-S ft. = S7L cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
S')Y cu. ft. 127= a 1 cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
_al_ cu. yd. x 1.4 ton/cu. yd. = tons.
F. ADSORPTION WIDTH
1. Percolation rate in top 12 inches of soil is /D. 4 mpi Absorption Width Sizing Table
Percolation Rate Gallons Ratio of
2. Select allowable soil loading rate from table on page E-; in Minutes per Soil Texture per day per Absorption width
Inch(MPI) square foot to Rock Layer
. LI gpd/f t2 Width
3. Calculate adsorption width ratio by dividing rock layer Faster than 0.1• Coarse Sand _...
0.1 to 5 Sand 1.20 1.00
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 0.1 to 5•• Fine Sand•• 0.60 2.no
6 to 15 Sandy Loam 0.79 1.52
1.20d/f t2 1 .LI J d/f t2= �, . C,o-) . 16 to 30 Loam 0.60 2.00
gP gP 31 to 45 Silt Loam 0.50 2.40
Check this value ona(�eE-16. .46to60 _Clay_t.a,n, 0.45", 167
p b 60 to 120 Clay 0.24 5.00
4. Multiply adsorption width ratio by rock layer width to get Stie;;an Clay --- --
required adsorption width;
.C, ix /(-) ft -c)! ,- ft
-6. DOWNSLOPE DIKE WIDTH
1. If landslope is 2.9 percent or less,basal width includes both the - .
• upslope and downslope dike widths,
2. Calculate minimum mound size based on geometery: -j
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation i /, r? feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference ""`""
xi. }- %+ 100= feet
c. Add depth of clean sand depth of clean sand for upl w .6 (21=- _
separation of upslope edge(2a) to depth of rock layer to_ 1 Ned �
rock depth and the depth of cover to find the total mound `': ,�,,.. ,Y,.a
height at upslope edge of rock layer; .-_,..,.
), P7 ft+ 1 ft + l ft = 3.'7 feet
d. Enter table on page bottom with landslope and upslope •
. dike,ratio. Select dike multiplier of 1-4- .
e. Multiply dike multiplier by upslope mound height --
to get upslope dike width: 3. I x y = 1< _ feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height + _ __ feet
g. Enter table on page E-18 with landslope and downslope
dike ratio. Select dike multiplier of .
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: - x .-- = -- feet
,------
i. Mininmum mound width is the sum of upslope dike
width plus rock layer width plus downslope dike width; :
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
Gravity Distribution END PERFORATION OF A PERFORATED LATERAL
1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of ��Orese Co1er
water use rate. . ` rte' y �.
2. Maximum suggested for delivery to a drop box of a home system is 2,700 s -
Loyer of t1",:N,fabk fer taV-
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. Lawny sane Layer ,,�,,,°,°,.,,,°v er«Mrr gerr.e
_• . win red resin papal
'.,appy 1117Tr,Ia>.tat�• Per,orotion dntad Horisomolyr
Pressure Distribution Mla . N.., rep
1L
3. a. Select number of perforated laterals 3 pq nw M Last Iz•t.Ede.
b. Select perforation spacing= .� ft. actin FHIe at Race Leger
r� Pa g \ Perforations Located of
c. Subtract 2 ft. from the rock layer length. Clain sand;Lay.r a°"°'"°' Le'•'°'
> s<LS knell-2 ft._ ft. -
TiOrlelnsl son Properly scarified
Were Placing Sand Layer
d. Determine the number of spaces between perforations. .
Length perf.spacing= 53 ft.+ , ft.=Li .spaces TABLE OF PERPsORATION DISCHARGES IN CPM
e. 17 spaces+ 1 = ) perforations/lateral
f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(Inches)
et total n9 fiber of perforations.
Is ° x �„S tef,,= . perforations.
n
x aj _I fir'
1.Oa oS6 0.74
g. �' x U = 4() m. I IS 0.69 0.90
• aT gP ll 2.06 0.80 1.04
2S 0.89 1.17
SELECTED PUMP CAPACITY-±0_-gpm 4.0 1.13 3.0 0. 1.28
1.47
5.0 126 1.65
B.Determine head requirements:
1. Elevation difference between pumpandpoint of discharge. aUse 1.0 foot of head for residential systems.
g bUse 2.0 feet of head for other establishments
I K.- feet
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold
S� feet •
3. Friction loss Pipe Length
I I
a. Enter friction loss table with gpm and pipe diameter. Point of Discharge
Read friction loss in feet per 100 feet from table. 9 st,o
F.L. = .(vy, ft./100 ft of pipe Elevation Difference
b. Determine total pipe length from pump to discharge Pump
point. Add 25 percent to pipe length for fitting
loss,or use a fitting loss chart. Equivalent pipe F-18b
length-1.25 times pipe length= 1.5 inch 2.0 inch 3.0 inch
1) 0 x 1.25= i c" feet gpm Friction loos per 100 ft of pipe
c. Calculate total friction loss by multiplying 10 0.69 0.20
friction loss in ft/100 ft by equivalent pipe length. 12 0.96 0.28
Total friction loss= 1 3 x 'a. ley +100= Li feet 14 1.28 0.38
4. Total head required is the sum of elevation difference, 16 1.63 0.48
special head requirements,and total friction loss. 20 2.03 0.60
20 2.47 0.73 0.11
25 3.73 1.11 0.16
i + .+ Li 30 5.23 1.55 0.23
(1) (2) (3c) 35 7.90 2.06 0.30
40 11.07 , 2.64 0.39
-45 14.73 3.28 0A8
TOTAL HEAD -.Li feet 50 3.99 0.58
55 4.76 0.70
60 5.60 0.82
'` Pump selection
1. A pump must be selected to deliver at least 4 c gpm (Step A)
with at least_ay feet of total head (Step B). i r , J.1''•
-1 �
•
L-13
CERTIFICATION # 00627 Logs of Soil Borings
Location or Project Pat Daley, 640 Orchard Park Rd. , Orono_
Borings made by S-P Testing, Inc . Steve Schirmers Date 7-8-91
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 95 . 7 feet Surface elevation 95 ''9
0 - 0 -
Topsoil dark gray Topsoil dark brown
loam0 - 1 ' loam
1 - 0 - 1 ' 4" -MOTTLING 1 - 1 ' 4"-MOTTLING 'Gcuybyo°am
Rusty olive brown 1 - 1-1/2
clay loam
2 - 2 - Rusty gray brown
1 ' 4" - 2 ' 4" clay loam
Rusty olive gray sandy
2 ' 4" - 2 ' 10" clay loam
3 - 3 -
Rusty gray clay 1-1/2 ' - 3 ' 4"
strong
2 ' 10" - 3 ' 10"
4 - Rusty olive brown clay loam 4 -
3 ' 10" - 4-1/2 ' Rusty olive brown
loam
Rusty olive brown
5 - loam 5 -
4-1/2 ' - 6 ' 3 ' 4" - 6 '
6 - — 6 -
7 - 7 -
8 - 8
•
End of boring at 6 ' feet. End of boring at 6 ' feet.
Standing water table: Standing water table:
present at feet of depth, present at 5 ' 8" feet of depth,
hours after boring. 26 hours after boring.
Not present in hole X Not present in hole .
Mottled soil : Mottled soil :
Observed at 1 � 4" feet of depth. Observed at 1 ' 4" feet of depth.
Not present in hole Not present in hole
Comments : Comments :
L-13
CERTIFICATION # 00627 Logs of Soil Borings
Location or Project Pat Daley, 640 Orchard Park Rd. , Orono
Borings made by S-P Testing, Inc . Steve Schirmers _ Date 7-8-91
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power Flight , or Bucket X
Depth, Boring number _ 3 Depth, Boring number
in in
feet Surface elevation 95 . 9 feet Surface elevation
0 - Topsoil dark brown loam 0 -
0 - 6" to clay loam
1 - Brown clay loam 1 -
6" - 1 ' 8"-MOTTLING
2 - Rusty olive brown 2 -
clay loam
3 - 1 ' 8" - 3 ' 2" 3
4 - Rusty olive brown 4 -
loam
5 - 5 -
6 - 3 ' 2" - 6 ' 6 -
7 - 7 -
8 - - 8 -
End of boring at 6 ' feet. End of boring at feet.
Standing water table : Standing water table:
present at feet of depth, present at feet of depth,
hours 'after boring. hours after boring.
Not present in hole X Not present in hole
Mottled soil : Mottled soil :
Observed at 1 ' 8" feet of depth. Observed at feet of depth.
Not present in hole Not present in hole
Comments : Comments :
CERT. #00627
PERCOLATION TEST DATA SHEET
S—P Testing, Inc. 7-9-91 3 : 02 ,-- �
Percolation test readings made by on starting at
(date)
Test hole location
640 Orchard Park Rd. ,Hole number 1 7-8-91
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 gray loam
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches .
7-8-91 1 - 30pm . 12
Date and hour of initial water filling ,beptn 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 Percolation
Tinie interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
• 2 : 52 prefill 6
3 : 02 3 : 32 3-1/8 9. 6 30 min
3 : 37 4 : 07 " " " It
It
4 : 08 4 : 38 " " n n I'
96
Percolation rate = minutes per inch.
CERT.#00627
RCOLATION TEST DATA SHEET
a.m.
Percolation test readings made by S—P Testing, INc. on 7-9-91 _starting at 3 :03
Test hole location
640 Orchard Park Rd. , Hole number 2 7-8-91
,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 Knife
2
Depth of gravel in bottom of hole inches
Date and hour of initial water filling 7-8-91 1 ITepm 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 Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
• 2 : 52 prefill 6
3 : 03 3 : 33 " 5-1/16 5 . 9 30 min
3 : 36 4 : 06 " 4-3/4 6 .3 " "
4 : 09 4 : 39 4-9/16 6. 6 "
•
•
6
Percolation rate = . 3 _ minutes per inch.
•
CERT.#00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 7-9-91 3: 04
Percolation test readings made by on starting at p.m. '
Test hole location 640 Orchard Park Rd. _,Holenumber 3 ,Dateholewasprepared 7-8-91
12 6
Depth of hole bottom inches,Diameter of hole inches
Soil data from test hole:
Depth, inches Soil texture
0 - 6" Topsoil dark brown loam
6" - 12" Brown clay loam
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches
7-8-91 1 : 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
6
,Maximum water depth above hole bottom during test inches -
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
• 2 : 52 prefill 6
3 : 04 3 : 34 2-7/ 8 10. 4 30 min
3 : 35 4 : 05 " " " " "
4 : 10 4 : 40 " " " " "
•
Percolation rate = 10 . 4_minutes per inch.
PERFORATED LOAMY SAND CAP
LAYER OF GEOTEXTILE
LATERALS FABRIC PERFORATED LATERAL
r • 7--;••.-'.:-....• GRASS COVER 6 INCHES
SANDY LOAM SOIL- : t _ TOPSOIL
// , !. Y , /• CLEAN SAND FILL �WS
i MAXIMUM SLOPE i ' ��`_
=' '� 3 TO I
LAYER OF GEOTEXTILE /y t f 40CLEAN ROCK a'
/ •'Y/`/ / ; 1
FABRIC OR A-INCHES-OF ",•,. ✓.! �� 1 TOPSOIL PLOWED OR /a TO 2 /2 INCHES i SLOPI
HAY--COVERED--BY / . / ,` DISKED SURFACE
BUILDING PAPER ` �� % z 7 suesolL
;id.' CROSS SECTION A-A
11/ OR 2" r. /
PIPE FROM PUMP-� •`.' / ,/,/ •i '�
l / / • , P+PE FRVM
3/y• �� / PUMPING CHAMBER
CLEANZ ROCK ..-'1) ./„?
// ,. /��, / DIVERSION FOR 1
�� ' �* i/
1 SURFACE WATER• w
6- TOPSOIL %' / / �r / " • %
f� • i r L —
1 tv`a ��% 3 a;
�' � / ¢' PERFpRA7E0 I�
•'.r-9' MA LATERALS
tis 2' ;' ' -
'`ClF SLOPE-. .,_, a .:.,....•.......,!+,,-.:,.... = I
•
Fill Srp l zl6 •••N&,,,,,..,.- BED AREA I •� •
i
I I
BARRIeRRA q... .- Q _ ( w w m
Yt;R - - z z I —
•
CH I�0_,„_11'
.- "o --
LAYOUT OF PERFORATED PIPE LATERALS FFOR _ INCHES 1 � a I INCHES
PRESSURE DISTRIBUTION IN MOUND - I I —
DIKE -- I JO FEET—DIKE -
Cf __.
TOTAL PERFORATED PLASTIC PIPE _ MAX. .
WIDTH
- ' SPACING - i ` '1 + `
PERFORATIONS SPACED 36' - - ORAriON 1 I '
END ON CENTER. PERFORATION -- Rf r./ l I
VIEW SIZE MAN; BE 346, 1/3?, i ;� PE PLAN VIEW
OR '/4'. 6) �_ _
2-MANIFOLD �,�
-,----
'''',-•,,„, PIPE END PERFORATION OF A PERFORATED LATERAL
\ PERFORAT
Got Cover
IONS ON BOTTOM OF �� ���
PLASTIC PIPE �%
10.. ,..--z-,-,- '� __-__---.-
s'.'----------
..
%��~ ToDaoll�.
Layer of Geoustlq ioCrlc (or-sour-
��%��� \ c Loamy Send Layer Yr.l,L.r.r-or-toy-er-stro.rteve.ed
\'�� (ALTERNATE LDCATION 'wrtrr-rN-rosin-poper)-
OF PIPE FROM PUMP) 1 r
~\ t' ins •A(l--Perlor•lan Drilled Horizontally
' yx •• .1.._.. ..13 C•p Neor Top
G END (Al' /'' \
V0.• . ,s/i Pias .. „-At RockcN Layer to Edge
\ /� a,�RQI/ p(OIO Field Rock, of
moi' G I Petlaroltons Localed of
r'' fpRe1 E 2'PIPE FROM Clean Sand Layer Bottom of Lateral
/��=''� OF PER PUMPING CHAMBER -
i
\ F. .,--WWII oPlacmgPSandtLay��lfied
F-8 _
REDWOOD, CEDAROR
WATER TIGHT a LOCKABLE ELECTRIC BOX— ��TREATED POST (4 x 4 mIn) • •
PLUGS OR ELECTRIC CONNECTIONS— -----i ' --INS ELECTRICE TCONNECTIONS MADE
2" PVC CONDUIT SCHEDULE 80
OX
MANHOLE COVER CHAINED a LOCKED 6"SPASETTLEMENTCE LOOP OF POWER CORD FOR
SEALED MANHOLE RINGS- _ FINAL GRADE
*w------1--- ).
r AT LEAST 12" ` /-
UNION BELOW GRADE
:— _1.0 WIRE FROM POWER SUPPLY
— . - �,} • PIPEPMIS LAID ON A UNIFORM SLOPE FROM
/ FOR PROPER DRAT BACK IL TREATMENT AREA
SEALED TANK COVER- I IF PIPE AT TANK MUST BE LOWER THAN
UNIONTO GET ELEVATION FOR DRAINBACK.
INCH ROPE OR CHAIN A I/4 WEEP HOLE MUST BE USED
WITH ANCHOR---.. .I — WEEP HOLE
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT----
I___. NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
STARTLEVltL�- , _.. •I _— MUST NOT RUN OVER ANY TANKS BUT
J MUST BE LAID BESIDE OTHER TANKS
3"--/ ‘. ;' AND MUST BE PLACED IN CONDUIT
ALONG POST
SHUT_-HFF_LEVEL_V — __ _•_ ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT v CONTACT.
0001
Figure F-K
METAL
COVER
: ' y
X7.-' 1. I
I �' 4 I I t
I 1
CONCRETE - 4 4g:
__
MANHOLE ”, . .. .. . . . 1.-!;'•
RING
kil•
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figur'C-14
I. i _
VERTICAL SIDEWALL SEPTIC TANK
_ ��/--FINISHED GRADE
-- AT LEAST 6-1-60 12" SOIL R AT LEAST
4" DIA. COVE 4" DIA.- .,
A,
MINI AT LEAST I"—_ AT LEAST I" —, r —
._ .
ds
A DIMENSIONS FOR _TANKS WITH _VERTICAL_SIDES A
I y WIDTHW 24" MINIMUM _
1 LENGTH, L. 2 TO 3_ TIMES THE -WIDTH
B DIAMETER GO" MINIMUM __ __
DEPTH-, D 30_ MINIMUM; 78 -_
MAXIMUM - `- C
A 02 0 —
AT LEAST _8. 6" MINIMUM; 0.2 0 MAXIMUM _.� 6"
C 04 D
-. AT LEAST 4 FEET
fluffs: *.
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2. I I IE 11F.sI IN t.UC OW_on tA01IF MNII IOU[S,20'LIASI II 111E MANIIOIE IS WINN SIX I44CIIE6OF 11K SUNY ACE
t1IMI.14S0N ANO lo(:AIED Will IN6f EE or ALL IANM 6 .PuN11UNUSTANCE for 1M1EEN ENT)Ci INLET t'if`f.AND
N'N S.
�. AN IfISt'1CIICW f`IPE OF AT LEAS 4 WCIICS DIAAY:I Ell NE NV ST PINI(X/(War.91ALL 11E NO I.CSS 11 IAN 6 NCIIES
on MANI KXE SI IAIt RE LOCnMEDOVERDDIIINE INLET CI1 NW/01W MAN 12 INCHES.
NNDCU1lE I D vicis.144E.CEIII EIIIINC Cl TIE N4'1C1t011 6 FOf11101YZCX1 IALCYININIICN.TANKS DIMCtIf ioN A ISO.ISO
PIPIS SITALL DC INC SASi AS IIIC CCNILII I INF of INE AND OIMF.NSICN C IS O 3S11. A
UN RE 0IK NNCS 011 SANT INIY 1C.CS A 1141110 INS14C I ION
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ON 11.15. --
PENCIL
Y 7 MARKS ,.
TI
•
6 N. IP.ti� : r It Zl
itiirlE7■ 20" ii h
-:;I
)% -•- MANN E 1 ;, V
INLET ,�� SCUM . T.- 1F
, OUTLET
:''I0TLETLJh1
LEVE , �` Y
1 .:
—..— SCUM CLEAR SPACE--; ' =I I - y CLEAN OUT TANK WHEN
` ^ — -- ��'"'11— - -' 'k1 IS 3" OR LESS OR
_ —- — — = i'.4).: B "B"IS 12"OR LESS
:.::• • BLACK COLOR
•.•
• SLUDGE ` �;� DISTINGUISHES SLUDGE
4. E'i : ' :: LAT FROM LIOUID
Y Y./
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK