HomeMy WebLinkAboutSeptic System Info 1.
^,fe--7 f' ITY OF ORONO Permit # _
:-.,%.7.s`�. 3S,'T SYSTEM APPROVAL Fee $
• Entered By
The General Contractor will be given a copy of this . report and is
responsible for its distribution to all sub-contractors. SEPTIC SYSTEM
DESIGN IS NOT CONSIDERED AS APPROVED UNLESS THIS SHEET IS ATTACHED. •
05 gr/
LOCATION: c;7 1
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PHONE:
GENERAL CONTRACTOR: /�
SEPTIC CONTRACTOR: d annP_, kife,r PHONE:
OWNER: 07141
c V4kc PHONE:
CPPROVED
ONDITIO
NALLY APPROVED : (Note Changes Below)
COMMENTS: 045-13r,��� rv'Jes I,66GDCCtS icr7) 4
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ai/zy-pdve fiya/ 'ey 5i-air htint3i-col--- hcs-i-\ vaanice., . 7//6-3/ --i-tc.,
)L1' ' -Pg6i Li))�� con frbc•1-.e) yer 111e, el ct6; 1.1 -Por ik Ye d •
. ,T'- re.prat-o.r -Fip,T‹ Ahe (-< re )'(i'd Ae filoi/r-ii 5•)- Mi„si' /of Le 04-A-xivt
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)TICE TO INSTALLERS: Anychanges to the. approved plans and specs must have prior
/Approval of the Inspector (473-7357). Call Dor inspections 24 hours in advance. t
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NOTICE TO GENERAL CONTRACTORS: Primary and alternate drainfield sites MUST be protected
i prior to and after system installation to avoid compaction of the natural soil.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavati'n and fencing must
remain in place until final site grading. Approval to pour footings will not be granted
1 /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. This
applies to the lot you are working on and all adjacent lots. You could be held liable for
damaging sites on neighboring lots.
VEHICULAR TRAFFIC CAN CAUSE SOIL COMPACTION, RENDERING DRAINFIELD SITES UNLE
Evidence of traffic on drainfield sites may be cause for revocation of building permits.
Damaged alternate sites must be replaced before a Certificate of Occupancy will be issued.
Date Approved
10 -122 _
y C ' y of •rono)
•
P TESTING, I1 TC. Steven B. Schirmers -- N PCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3506
July 21, 1992
Jack Hawes
2095 Weber Hills Rd.
Orono, Henn. Co. , MN
This site has an existing failing system with surface discharge. The
system consists of 2 tanks with 3 trenches approx. 250 lin.ft. =
500sq.ft. Soil borings into each trench indicated effluent was
entering each trench. If the soils would be adequate for a Trench
System, 900sq.ft. would be needed for this site. Soil Borings
indicated mottled soil (seasonally high water table) at 18" to
56" deep. To adequately treat septic effluent, a Pressurized
Mound System will need to be installed. FILL SOILS were encountered
in the area of Soil Boring #2, this does not meet State & local
codes . This site has limited area available for the treatment of
septic effluent, and the area by Soil Boring #2 will be needed.
Percolation tests were completed through the fill soil , 12" into
the original soil to verify the soils are not compacted. Recommend
to remove the fill soil with a backhoe to the original soil . Using
the FILL SOIL area does not meet State & City codes & must be approved
by the City prior to construction. Also approval to be within 10 '
of the property line will be needed. The existing tanks are old
block type & will need to be abandoned, pumped & filled with soil .
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 - HbB - Hayden loam.
The soils at a depth of 12" have a percolation rate averaging
8. 6 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.
CONT' D
•
• • J
Jack Hawes
2095 Weber Hills Rd .
Orono
(2)
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.
• 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. Additives must not be used,
they may cause harmful damage to your septic system. Recommend
to pump your tank every year if you have 1 tank every 2 years
if there are 2 tanks .
ti?•
Steven B. Schirmersts
SBS/ds
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•• , ' :181.1111lit:,- tib iS Pet Bunion Tests Scale: 1 1 x9
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1. ,� v a deet: Mork
i ..,.....0.1.1..-•,' - �j 4 Note: This system is b be constructed to meet
�3 4e
-/ `O :"" `� the Pvcnnesdo Pollution Control Agency
ra►s;►�j� \cts1% • v -\-
,-- �` �'(1P\ . �+'f Chapter 7080 >i Local Ordinanc-
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. 1111 •_.......1 ... 1t 1..' i . - Check all underground utilities
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TM"-h' � 1 I PROPERTY OF' `—rA Y l�At��/� _
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A *> \ S-P TESTING/N
4 -79. e ' i - »�.t- 1 Designed Br. %�--6-
Da!e: /_2/ PH.62-497-'-
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4
• _To o r SWyp i e�1.1 t�QST
+-t.p F•" /or.S 4.4 5
'Pl � �(1 �nl 9"1.5Ss� LI&70
•
SET- BACKS /0 / L 10' 17I i-ata
3 1 /l,t s' a 1 sou-1,50, s�sr
HOUSE - System must be:
• Tank 2,‘,2: from property lines >C - SEc_ �,a g1<SL IoS-2c
-u 'L
_ 11:'3-_ 2s from wells
. c vA-L�-01-1-T- 2D from bldgs.
• -t'wiu Treatment orea =•from lakes , streams .
Treatment area zo from property lines o' NOTE: Power supply and switches must be located in a
MANHeL�S eatiWi17-'1 �'from welts weather proof enclosure outside the pumping chamber and manhole
• BgGCFlcc. 20 'from bldgs.
i- -, _ .L 'from trees SOIL BORING ELEVATIONS
t , r _i.. Iy -1I
I (T I
L- ftt1 N-� �r 2i�min.
sr- 1 = a „ H TH. I EL.--/QS--J,
Jo1.o sce4.- .sd
I da.s •y1 _ 010 TH�2 EL. roo-c'
7-------- Tank •� 4 D crude y
Tank PRESSURE DISTRIBUTION MOUND SYSTEM TH"3 E L.-3�.7
Drop to Tank Ht TH"4 EL-90
. Min. into 8' 4 5 EL.-.9__%,,J,
�-Pumping 5Q-T1
Max.Into 4' -4- P -VA 1.aY•••S SN+t1/4LLot3J Chamber ELEVATION at PROPOSED PUMPING
4 to 6 dia.pipe s-ci)-t1�_-Sf? s - A Q4i-Cadt E_
• CHAMBER- `7'4.ok,�- -1-.tw:,ni.o
'p..1 rvt P 4'r 'tom$.L L C4)' -_S D 1 L- •- LT-q,a F .i.i}+y 1"'' �
. � >}4.i 1L-
SYSTEM DESIGN -MOUND 70,Q- - _ ,r „ , , - a,...5.e
TYPE—. .._, BEDROOM , Average percolation rote 44,6minhinch (design.83 sq.ft treatment area per gal. of daily sewage flow) — --- — — ---=
. (00 D gal./day x.83sq.ft/gal. L 1 sq.ft.of treatment area 410% = •U')sq.ft. ( - 10ft.width=s� ft.length of bed area+side slope run ..to I x.2 height= 'I_ftx�a ft.lawn•area needed)
Clean rock needed— SLI') sq.ft.treatment area x/-0 SI depth of rack=S1 - cu.ft=27=....;. 1 cuyds(3/4'io 21/2'dia. ,includes 2"of rock above pipe)
- Clean sand fill below rock needed )oscu.yds. approx. , sandy loom bock fill a`" cu.yds.approx., topsoil 6" (.:,S W.yd. A vim. S�1-,� oQ �
l � -r - / . ? •'/
( �� Flo -(b. Aon_ •a,0`10 So. - o4so.m-__f9.c _tg� �� SI.oPr- f)c ci-L�fo.-scS
Number of tanks required *. , 1st tank /0000. ,2nd tank/00Ogal.rink-nuns PLUS Pia+ro?”...tl.. c-1 �awI-VC
--
Pumping chamber capacity- 25% of daily sewage flow of .—;=gal.=1�(Lgal+reserve storage of 15 0 gri ./131; -- gal.+pipe bock dronoge—
PROPERTY OF: SAc\L -N Ate/ �,
of 1 cte gal./100 iin.ft.of.3T"dia. supply pipe, lin.ft.needed , ') gal.►manifold 1 Vgd./IOO Iinft of "dia.pipe,iin.ft needed '.-7 , 7 gal. .a p 4 S \A./ _-\•2,s----z- H 1 tu_s � ) .
total capacity needed.T7 gal.(plus area for pump) u5r rn,r. /o00 oual.ca*e, C o)-\o M 1-1 ,-),-)-0 • G(.) .
Distribution pipe I li; "da. , 1 tin.ft., 1/{-4 "dia. perforations 'a-. "apart _
Pump size1_ hp. (pumpable capacity/S gal. 4 cycles/day) u .-- l ' t--1e-to o t?¢ S ,, o kr--NLA t U•G 1-4 d 90,1 I hi 1 n. $-P TEST/NG /
• Note : When constructing bed .7* , this area should be shaped Note: Distance from treatment orea to neighboring wells— C.
- , Designed By• —�
to divert run-off from entering treatment area. L,�•�-�1 -- D1 '
-1. as Dote- .2/3.2/g3 ,
PH. 612-497-'
• MOUND DESIGN WOltKtinliiLr
' (For Flows up to 1200 gpd)
A. FLOW .,...,.�.,....__....�.,. ............__�
1rttimatul ocwog,,I er••s.it,CrCuii pa 1.
(82)4)
Estimated0 v gpd (see pages D-7 or I-3, 4,5) �anr; ��.- - ---
or measured ----- gpd x 1.5 = -----_. nr 1)Tc 1I 1 II'nPe_ ,`T
Iledra,,,. 1____._.. .
2 300 275 180
B. SEPTIC TANK LIQUID VOLUMES 3 450 300 218
4 600 375 256 "1`ti'
r,wta
-/0 0 0 gallons (see pages C-3 or C-5) 5 7511 450 294 la
pages 6 900 525 332 _1•
7 100 600 370 of
(! 1200 675 408 tri•.n•t
C. SOILS (refer to site evaluation) _ ._.,.__...._
II $.yak ia.rt Capra ilia,kr gado t
1. Depth to restricting layer= 1 4( To cif inches
N+un'w at Mina'Minirnum Llgvid�IJ•luid cap.dI *liltr
2. Depth of percolation tests = ) a inches Walt coma Capacity 'artist dIcria.I
3. Percolation rate < p -11 t+c�. I.1.ra11110 2ceIca, 7;11 lin
�. �' mpi clzt1-.14l us .1,011_,- 3cr4 um Iwo
4. Land slope 4 % 74ar ol°o ic?o
ever 9
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x 0.83 =
C '0 o gpd x 0.83 sq. ft./gpd = 4Pr c< sq. f t.-'r 00= 5'4117
2. Select width of rock layer (10 feet or less) = /u ft.
3. Length of rock layer T Area+Width =
S-1'7 sq. ft. + /0 ft. = .S ft. Rock Bed
r r• ! r•r .•r•!•.'•J•J
•.r••r•r r•!.r•r •r•rr•r•!
•r; sit)
/-s'
!_!_rJ r lJ_J_r:r_t_J_r_J_��
E. ROCK VOLUME F-- Length
1. Multiply rock area by rock depth to get cubic feet of rock;
Su 7 sq. ft. x/c), .ft. = 5' cu. ft.
2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards;
.5r/2. cu. ft. +27 = D\I cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
a) cu. yd. x 1.4 ton/cu. yd. = a`7 tons.
F. ADSORPTION WIDTH e.l-4LC v1')
1. Percolation rate in top 12 inches of soil is .co mpi Absorption Width Sizing Table' .
Percolation Rete Gallons Ralio or
2. Select allowable soil loading rate from table on page E-;
InrMneMePer So11batum per adrayror AoKRwpowyd
.1- gpd/ft2 Wid
th
.
3. Calculate adsorption width ratio by dividing rock layer Neter t ano 5.1• Coarse
o's Sand .-0. 1:00
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; °. 5ts a 0.60 2.006 oMg
1.20gpd/ft2+ ,L1 gpd/ft2= a.I., 16to30 Loam 0.60 2.00
31 to 45 Slit loam 9.50 2.40
Check this value one a E-16. 46 to _
_60_ __Clay Loan (0.45) 2.67
P 8 `ab a 120 Clay 0:24 5.00
4. Multiply adsorption width ratio by rock layer width to get SI ;fan Clay - --
required adsorption width;
a.L-,') x 10 ft =)r,.7 ft
/
. G: DOWNSLOPE DIKE WIDTI I
1. If'landslope is 3% or more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for ' •
absorption:
0c,••-7 ft- 10 ft = 1 ') feet /.
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1 . Q feet
b. Multiply rock layer width by landslope to determine drop „ „ .
In elevation; Slope Difference . A ,tts-F :. .11
/0 x y % + 100 = , 1-1 feet0.,,,;,,�.
c. Add depth of clean sand depth of clean sand for • or.r.•» "'` -•.
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; .
t. 0 ft + 1 ft + 1 ft = 3. 0 feet
d. Enter table on page bottom with landslope and upslope •
sot-S-.1" ``� 'T
dike ratio. Select dike multiplier of 7),L-1 . . )..\- "-=- `•1•I A. 3.4 s. Int
e. Multiply dike multiplier by upslope mound height y.y ,. y .' , =_a
to get upslope dike width: .0 x 3.1-iJ = / 0 feet '
. f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
3• v + . Li = 3.y feet .
g. Enter table on page bottom with landslope and
downslope dike ratio. • ---s,
Select dike multiplier of U'.0 6
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 3-y x 14 j7k, = 1 ;, feet lo
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
C\4`)
.•:;{;,:6!:,;;',;:::::;tir:::: •i;tit..Lir::,:::{f4:?; :.,,:{::•.j. Total mound width is the sum of upslope dike •r w di;''In' ' ` ::1 width11.;:i..',6*.
''''''''':. ::.:::.'!'044
� �••;•,"�.: f{: ,r.•r;•,f r::{;,; j {.Y{.,Y{.V{ {•.•,::
width plusrock layer width plus downslope
< r
•
dike width; 1anwqltl�s" -"
Hu ,
Som\-\-vWT-S-- / 0 ft + 1 a ft + I ft = e3 (7 feet up.lope oic.Wiicfih •• • ':: s• :ti:;:::;: ;:Up:ip.ok.
. :w:la:lh1,1:k. Total mound length is the sum '•:;•::::%::'.:::•::•::::•::: :•::•:':::•::•::.:::of upslope � ti; :: .,s, f.: ,
'�
'`' • .w^;i ,ti;i. wd,t :I' :dike width plus rock layer length plus '(..p : : • : • . ` `'•{;{;.{.;;
upslope dike width
j 0 ft + ft + i .3 ft = fill_ feet . Tdrllength_ 01
1 '-.7 4- .5' S 4-- I c./.....z...... .... .................tr
- Elope /
3:1 4:1 6:1 4r1 7:1 3:1 4:1 4c1 7:1 1:1
%,lope
0 3.0 4.0 5.0 6.0 7.0 3.0 1.0 5.0 60 7.0 4.0
1 3.01 4.17 526 614 731 2.91 3.115 4.76 S.66 654 7.41
2 3.19 4.35 536 6.82 4.14 2.83 3.70 4.51 5.36 6.14 4.90
3 310 434 518 7.32 8.86 2.75 337 415 5.08 5.79 6.45
4 341 ,-4.747 625_ 7,89.i 9.72 2.68 <3.45) 4.17 4.84 3.46 6.06
'S---333----3.00 ^'_6.67 657 "--
_ 10.77-- _7.61 333 4.00 4.67 3.19 5.71
6 3.66 3.26 7,14 9.38 12.07 2.54 3.23 3.35 1.11 1.93 5.41
7 3.80 536 7.69 1034 13.73 2.48 3.12 3.70 4.23 4.70 8.13 ,
8 3.95 5.88 8.33 1134 15.91 2.42 3.01 3.57 4.06 4.49 444
9 4.11 6.25 9.09 , 13.01 18.92 2.36 3.94 3.45 3.90 4.30 4.66 j
10 4.29 6 10 0 15.00 2333 2.31 2.86 3.33 3.75 1.12 1.41 1
67
11 4.18 7.11 11.11 17.65 30.43 2.26 7.78 323 3.61 3.9S 426
12 419 7.69 1230 21.43 43.75 7.21 2.70 3.12 3.49 3.80 4.01
p1ZMP SELECTION F121.EDURE
A. Determine pump capacity:
�
Gravity Distribution ENO PERFORATION OF A PERFORATED LATERAL
1. Minimum suggested Is 600 gallons per hour(10 gpm) to stay ahead of ore••core
water use rate. i; . Non ;,`,•
2. Maximum suggested for delivery to a drop box of a home system is 2,700
T„ Y ,;''L et(WIWI%iatric(a•a•.
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. 'Loamy s«Lor« �eiI,wkesIn .».,,.. ..
a w'"-•.+.. Parao,.a oaat•d ttatr•M.ttr
Pressure Distribution Mae a ►�« rap
3. a. Select number of perforated laterals 3 '�� d11•c... ‘,,.-1.1 'r'Lapw L""' 1a topn•ee
b. Select perforation spacing- ft. •.;<„„, ..•
y
c. Subtract 2ft.from the rock layer length. Clan.. Cn Send Lam a "".4 ""''"' L
at hnatl,-2 ft... S3 ft.
Prep",, s•a,ine. ..
Mots Meting send Leer
d. Determine the number of spaces between perforations.
Length perf.spacing= ft.+- .ft.xi )' spaces
TABLE OF PERFORATION DISCHARGES.
IN CPM
e. I') spaces+ 1 = i K perforations/lateral
' f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(inches)
get total number of perforations. tin t/,
yae x pliw•=t= g--1 perforations.
1.0a 036 0.74
g. ' x ? • 4 gpm. oo69
ib 1.04�
23 0.89 1.17
SELECTED PUMP CAPACITY 4 0 gpm 3.0 0.981.28
4.0 1.13 1.47
5.0 1.26 1.65
B.Determine head requirements: _
'�1. Elevation difference between pump and point of discharge. Rise 2.0 feet o heedhead dfor other establishment,
of for i
I feet
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold
,rte feet
3. Friction loser Pipe Length
a, Enter friction loss table with gpm and pipe diameter, t Point of Discharge
Read friction loss in feet per 100 feet from table. k� S
F.L.mg .D pipe PElevation Differrrtct:(c14 ft./100 ft of t 3
b. Determine total pipe length from pump to discharge Pump cil •D
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-
'-i l) x 1.25 e ,c-D feet gpm 1.5
Frriinaioonto.h ..0 100nofa�inch
c. Calculate total friction loss by multiplying to 0.69 0.20 -
friction loss in ft/100 ft by equivalent pipe length. , 12 0.96 0.28
Total friction loss= a. (42t-1 ..x +100= 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. 2.47 0.73
18 0.11
25 3.73 1.11 0.16
i . + . - + ) 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 0.48
TOTAL HEAD 1 feet 50 3.99 0.58
55 4.76 0.70
• 60 5.60 0.82
---NC. Pump selection . -
1. A pump must be selected to deliver at least Li 0 gpm (Step A)
with at least I to feet of total head (Step B). •
CER7.'IFICATION # 00627 Logs of Soil Borings
Location or Project Jack hawes , 2095 Weber Hills Rd. , Orono
Borings made by S-P Testing, Inc. Steve Schirmers Date . 7-17-92
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 101.0 feet Surface elevation 100. 6
. 0. '- 0 -
Topsoil dark brown FILL - brown clay
loam loam
1 - 1 -
0 - 1-1/2 '
Gray brown loam 0 - 1 ' 10"
• 2 1-1/2 ' - 2 ' 2" 2 - Original soil - dark gray
1, 10" - 2-1/2 ' brownloar
Brown clay loam Gray byoam 2-1/2 ' - 2 ' 10"
: 3 - 3 -
2 ' 2" - 3-1/2 '-MOTTLED 2-1 /2' Brown clay loam
4 - Rusty olive brown 4 - .
clay • loam
2 ' 10" - 4 ' 8"-MOTTLED
4 ' 8"
5 - 3-1/2 ' - 5 ' 5 -
Rusty olive gray
clay loam
6 - 6 -
4 ' 8" - 6-1/2 '
7 - 7 -
8 8 -
End of boring at 5 ' feet. End of boring at 6-1/2 ' 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 X
•
Mottled soil : Mottled soil :
Observed at 3-112 'feet of depth. Observed at 4 ' 8" feet of depth.
Not present in hole Not present in hole
Comments: Comments :
u LJ
CE1TIF1CATION # 00627 Logs of Soil Borings
Location or Project Jack Hawes, 2095 Weber Hills Rd. , Orono
Borings made by S-P Test_ nuc,,, Inc. Steve Schirmers Date _. 7-17-92
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 4
in in
feet Surface elevation 99.7 feet Surface elevation 98.7
0 - Topbuil dark bLUwii
0 - 6"
Topsoil dark brown
loam
1 1 - Brown clay loam
0 - 1' 4"
Brown clay loam 6" - 1-1/2 '-MOTTLED
1 ' 4" - 2 ' -MOTTLED 2' 2 - 1-1/2 '
Rusty olive brown Rusty olive brown
clay loam clay loam
3 - 3 -
2 ' - 3 ' 4" _ 1-1/2 ' - 3 ' 4"
Rusty olive gray Rusty olive gray clay
4 - clay loam 4 - 3 ' 4" - 4 ' loam
Rusty olive gray
3 ' 4" - 4 ' 10" loam
5 - Rusty4 ' 10" - 5 ' oliv0ay. 5 - 4 ' - 5 '
6 - 6 -
7 - 7 -
8 - ' 8 -
•
•
End of boring at 5 ' feet. End of boring at 5' 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 X
Mottled soil : Mottled soil :
Observed at 2' Observed at 1-1/2 ' feet of depth.
• feet of depth.
Not present in hole Not present in hole
Comments: Comments:
Ci RTIVICATIOt4 # U0621 Logs of Soil 13orinys
or Project Jack Hawes, 2095 Weber Hills Rd. , Orono
CERTIP
Loc•iings made by S-P Testing, Inc. Steve Schirmers Date 7-17-92 y
Classifiction System: AASIIO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight , or Bucket X
Depth, Boring number 5 Depth, Boring number 6
in in
feet Surface elevation 98. 6 feet Surface elevation 99 . 8
'0 - 0
Topsoil dark brown
loam
1 - 1 -
0 - 1-1/2 ' 1-1/2 ' - FILL
Dark gray brown
2 :- loam 2 -
1-1/2 ' - 2-1/2 '
Brown clay loam
3 2-1/2 ' - 3 ' 4"-MOTTLED 3
3 ' 4"
Rusty olive brown
• 4 - clay loam 4 -
3 ' 4" - 4 ' 8"•
1
Rusty 4 , 8„ _ 5 ' oloam brown
5 - 5 -
6 - . 6 -
7 - 7 -
8 - 8 -
End of boring at 5' 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 3 ' 4," 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. 7-18-92 12 : 26 a.m.
Percolation test readings made by on _starting at
( flee
2095 Weber Hills Rd. 1 7-0=9-2
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 Knife
Depth of gravel in bottom of hole 2 inches
7-17-92 9 : 30am 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
r -
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
•
• 12 : 15 prefill 6.
12 : 26 12 : 56 4-5/8 6.5 30 min
1: 01 1 : 31 4-1/4 7. 1 " "
1: 34 2:04 4 7. 5 " "
Percolation rate = 7. 0 minutes per inch.
• CERT. #0627
• PERCOLATION TEST DATA SI ;ET
a.m.
Percolation test readings made by S—P Testing. Inc. on_ Z-18-9 2 starting at 12 : 25 Cn.
�dmr)
Test hole location__
2095 Weber Hills Rd. , Hole number 2 , Date hole was prepared 7-17-92
Depth of hole bottom 3 4 _inches,Diameter of hole 6 inches
Soil data from test hole: ! > '
Depth, inches Soil texture
0 — 27" • FTT,T, — brown c1 ay 1 nam
22" — 30" Original soil — dark gray brown loam
30" — 34" Gray brown loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches —
Date and hour of initial water filling 7-17-92 ,91340initial 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
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
• 12 : 15 prefill 6,
12 : 25 12 : 55 4-7/16 6.8 30 min
1 : 02 1: 32 4-5/16 7.0 " "
1: 33 2 : 03 " 4 7. 5 " "
Percolation rate = 7. 1 minutes per inch.
•
•
•
CERT.#00627
PERCOLATION TEST DATA SHEET
a.m.
Percolation test readings made by S—P Testing, Inc. on 7-18-9 2 starting at 12: 27 ,.m.
(date)
Test hole location
2095 Weber Hills Rd. 7-17-92
, Hole number 3 , 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 7-17-9 2 9f3epth 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
• 12 : 15 prefill 6
12 : 27 12: 57 " 4-1/4 7. 1 30 min
1: 00 1: 30 " 4-1/8 7. 3 " "
1: 35 2: 05 3-7/8 7.7
•
Percolation rate = 7. 4 minutes per inch.
' c1.:1 T . ,t00627
. PERCOLATION TEST DATA SIIEET
S—P Testing, Inc . 7-18-92 12 : 28 a.m.
Percolation test readings made by OIL- starting at l ig:
f 410
Test holt location 2095 Weber Hills Rd. mole number 4 , Date hole was prepared 7-17-92
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" — 12" Brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches �_
7-17-92 9 : 30am 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 Percolation
Time interval, Measurement, Drop in water rate, Remarks '
minutes inches level,inches minutes per
inch
•
• 12 : 15 prefill 6
12 : 28 12 : 58 2-3/8 12. 6 30 min
12 : 59 1: 29 u2-5/16 13 . 0 t, "
1: 36 2: 06 n2-5/16 13 . 0 " "
Percolation rate = 12. 9 _minutes per inch.
PERFORATED LOAMY SAND CAP , ,
LAYER OF GEOTEXTILE
LATERALS FABRIC PERFORATED LATERAL
GRASS COVER 6 INCHES
• .. :.�^y.;.:"'i. TOPSOIL
SANDY LOAM SOIL �, 'y '�'•. ' :LEAN SAND FILL , -
.,„,..•
'" /.- / .:';; • MAXIMUM Sl OPE-- ��`- •
3 TO I
LAYER OF GEOTEXTILE f F } CLEAN ROCK 4"
FABRIC OR 4 INCHES OF ' ' ,;.Y.,,,/'
/y� ;/ TOPSOIL PLOWED OR '/a TO 2'./2 INCHES 1/ SLC
HAY COVERED BY / ! // / DISKED SURFACE ,
BUILDING PAPER ?`• •' ,�' ' �/ / x'.-7 SUBSOIL
�. / •''./ / ! y� CROSS SECTION A-A
• PIPE •
I / ROM PUMP ••:,,'' ���//�� _ // J'
jr'
_ /, f s• PIPE FROM
3/4--
/._Z l/ ,• / ,, PUMPING CHAMBER
a' \ 1
CLAN DOCK '•. -'' • DIVERSION FOR •
�., ,. % f. SURFACE WATER w , i 1 ,
6' TOPSOIL /` .. . --1/
/r / _ o
t it - -
—'ft...to. V-L 4Z - , = ,. i i 3 `�•, - PERFORATED I _,
-fir(_ s•-•-•:•-:-- t'9'' � •� MqX � •f-. LATERALS
. ..., -,,,; _ ---t .-- II I _,
IN'. • r ��
ND Y D��,at 36' \. • BED AREA o :—'
FIS so zl l'.:.,4:1:„:.,,,:.%,--....1;,..._- .• � Z
6RpkENYERUp i '` --- �
BaR�gr�RAl �:': Q • W W m Q
eR LAyEF? _ - - I Z Y I _ 1
20 I , oto 1, I C _2
_. INCHE§1 v 1 INCHES •2
LAYOUT OF PERFORATED PIPE LATERALS FOR _ ( I
PRESSURE DISTRIBUTION IN MOUND • —-
- L — — —'—I
DIKE _ _DIKE
10 FEET
cs—PERFORATED PLASTIC PIPE •--
MAX.
TOTAL WIDTH
'_--spAcoG I I I • 1 `END
ON R ENTER.NPERFORADTION fORAflO� 1 •
VIEW
SIZE I MAY BE 366. 7/3t, • 6' iS �R PLAN vl Ew
OR /. . / !
2"MANIFOLD • ENO PERFORATION OF A PERFORATED LATERAL
PIPE
Grow Cover
PERFORATIONS ON BOTTOM OF 1 1 `
PLASTIC PIPE ----------- Mfr" TeaeeM i�
Layer o1 Geofe■lIN Fabkc(e.fev-
i _''''...7.-
`�(ALTERNATE LOCATION LW."�~• Lapeer '„Ince b�milt,fl4 �gra ear es 0441 )N� �
OF PIPE FROM PUMP) Pq o c,� g4NJ Horizontally
,c�( ,�n=coa war Tea
•'�e.;oaf ,�` u Loom lY is Edge
END CAP Q�y r,ol FNM Rock, -- el Red Layer •
fER
ED I.A. 4I BoI�W*'et�Lewaed al
1 Cleat Sand Layer
-�--=-----. FERFpp4 PUMPING CHAMBER -
I),
OF _ T ,
\ ,rN61N �Ortgn« Sou Properly Scoeifi.d e-
.
F-H .
REDWOOD, CEDAR OR
WATER TIGHT Q LOCKABLE ELECTRIC BOX---,, TREATED POST (4 x 4 min) •
PLUGS OR ELECTRIC CONNECTIONS— /'ALL ELECTRIC CONNECTIONS MADE
2" PVC CONDUIT SCHEDULE BO _I_ INSIDE BOX
MANHOLE COVER CHAINED a LOCKED CSPACE LOOP OF POWER CORD FOR
SEALED MANHOLE RINGS— ` ETTLEMENT •
i FINAL GRADE
rS. CYr\
_____ ` AT LEAST 12" 'r'
UNION BELOW GRADE
N ..."-1--a.
�-- —WIRE FROM POWER SUPPLY
ei'_ 'L-PIPE ISLAIDON A UNIFORM SLOPE FROM
i1 /:: . RH PROPER ION
IL TREATMENT AREA
.ii
SEALED TANK COVER IF PIPE AT TANK MUST BE LOWER THAN
,' UNION, TO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN :11 A 1/4 INCH WEEP HOLE MUST DE USED
WITH ANCHOR — WEEP HOLE
ALARM FLOAT ON SEPARATE ''''''-'ll
ELECTRICAL CIRCUIT— ill
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
._STA RT_L VEL S7____ • _SII , ___ MUST NOT RUN OVER ANY TANKS BUT
i. MUST BE LAID BESIDE OTHER TANKS
3J '' ;j AND MUST BE PLACED IN CONDUIT
ALONG POST
SHUT=OFF_LEVE(`Q_ _ -_ _ ...7„,..- ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT . c CONTACT.
000
Figure F-K
METAL
COVER
••••i}P •
- IIIIMIW: •''.. -r
eigk
•l_, is
I > 1, r!
v � t
yi.
CONCRETE
MANHOLE '4,, -
RING
ill
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
VERTICAL SIDEWALL SEPTIC TANK
/-FINISHED GRADE
AT LEAST 6"TO 12" SOIL AT LEAST ' T
4" DIA, --I--COVER 4" DIA.- ...
MIN AT LEAST I" AT LEAST I" _
-.— I 1
A DIMENSIONS FOR TANKS WITH VERTICAL SIDES A
A
-_ WIDTHW 2!tMINIMUM _, 7,
LENGTH, L 2 TO 3 TIMES THE WIDTH _
.__.7. DIAMETER GO MINIMUM
4 DEPTH, 0 30" MINIMUM. 78 MAXIMUM _
A 0.2 D•
C 4
— •AT LEAST B6" MINIMUMI_0.2 0 MAXIMUM 6" �" -
3 C 04 D
-- — — --AT LEAST 4 FEET-- - ___ -.--I
1101 Es: 4
1. SNNINIYIEESAl Lt PAT INCI IES N DIAMFIFR 4. AWNIOIE OOVEf1SS1 Oltnr LOCATED YW11it.12 INCHES.
1, 11ltf1F SI IN I.UE pSEO111AUIIF unto TOLE 5.20-If AST E I I E MN11101.E 13 VA T11446114 NCS E O OF 111E SUIVACE
PIVIIIISIDNAIVI.00AIFO WI11 IN l ILEI Cl ALL TNIK lir°Mt1nM.ISI CESECUI ED 1OPIEVC1•I ACCCS.4
• WALLA. II. Sr rAM1 UN LIS(ASCE 0i1MEENFNI)Of NLET rrf AND
7. AHIIIWEC I IONrIPE OF Al LEAS 14 YA;1lt9NAME l Ell NEAwEAT PONT ONOAFRIE WIAILUE NO LESS 111ANINCIE!
OR A I,VLNnotE saki RE LOCAI ED OVEN 1101N II E MA Et Oft NO MDIIE MAN 12 NCI It
N•O OUILC I DEVICLR.1115CEf11EI11NC Of 11 f'NF1•ECTPEI A. rof1110411toN TAI CYLNNICA1.1AI4KO Ol4ENSIUN AI!0.150
rlrLS Si IAL DC II It AMC AS Lilt CCNIL II l NE(1F 114E AND DIMENSION ISO 3SO. A
ON FLE OVE NNO%OIISANI I NW IEES A item NSI'ECIION
1.1•C I LI T RF LOCAIEUIIE IWEIN 111E MEI A41.1441;11F1
DAI f LCS.
•
PENCIL
MARKS • 41, n.(4
6 - r 11 . , 14:404 f•
-r itai l■ 20" �y N;•
_' MANN. E• i' y it
•1
INLET 4 74'14'M74'14' 'SCUM ti �} - V. I • •. -- • OUTLET
1rr';OIITLET LEVEL !.i Y
—..— SCUM CLEAR SPACE--:
• , _7 . CLEAN OUT TANK WHEN:
„• _ . _ _ _.. " , -;i -r 'A"IS 3" OR LESS OR
— _ _- •_ __• _ I 1.t 'B'IS 12"OR LESS
. . a_;• ;s 1.
•^:'
2. ,f BLACK COLOR
' •►`-1-••••' - ' • SLUDGE ri ` ' DISTINGUISHES SLUDGE
��t�' r'.:'.N�,,+,•.:I.1:, : . . LAYF FROM LIQUID
5 ...1 .. . . •
a ;<
1. • '• ,� ,
Ir
M
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK