HomeMy WebLinkAboutseptic info including 1994 design 4
SEPTIC SYSTEM INVENTORY
Address: 385 Orono Orchard Rd. S. PID: 02-117-23 23 0002
Building Type: residence #BRs/GPD: 2 #Systems 1 Units Billed 1
Permit#: none Date of Permit: Installer: unknown
System Type standard trench Experimental: no Appliances lndry,dshw
SYSTEM CONDITION
Conformity: 2 Tank Condition: 6 DF condition: 11 Failure Pot: medium
SEPTIC TANKS
Material: Capacity:
Setback to Bldg: 15 Cesspool:
DRAINFIELD
Length of Lines #Lines: Trench Width:
Treatment Area: Type of Filter Soil Boring: no
Tile Size: Under Tile Perc Rate:
Setback DF-Bldg: DF Ht above Wt:
Soil Type: Limitations:
WELL DATA
Setbacks - Well-Tanks: 50 Well-DF: 50 Report in File: y
Pump Type: subm. Depth: 235 Diameter: 4 Method: drilled
INSPECTION RECORD PUMPOUT RECORD
DATE DESCRIPTION COMPLIANCE DATE GALLONS
7/28/81 no surfacing 2 12/7/88 1000
8/1/86 no surfacing 2 4/12/94 800
10/29/90 no surfacing 2 7/3/96 2000
4/11/94 no surfacing-pump tanks 2
7/22/98 residence abandoned-no inspection
Li— (-98
beim() -Ho
us e
�4
- Orono O( +pJ kd �,
• _
CITY OF ORONO 0 `Y
Municipal Offices
4-: O
Post Office Box 66 `-- ,
Crystal Bay, MN 55323-0066 a r ON–SITE SEWAGE TREATMENT
, A►. INSPECTION REPORT
�9kEsHo4+
Owner: l4,447 tib.1 4'"C4/1 Address: . l it a ia05/AVS
Permit #'s: AOTe, Dates: Contractors:
City ordinance number 100 requires that each on-site sewage treatment system in Orono be inspected on a regular basis.
The on-site sewage treatment system at the above address has been inspected and appears to fall into the category
checked below.
(This is , -an existing system [ ] new construction)
SYSTEM CONFORMITY (1-3): oc
1 "CODE SYSTEM"-A system which meets all the location, design, and construction standards of the current City
Codes, and which is operating satisfactorily by treating and disposing of the entire current sewage input
) without discharging any pollutants into ground or surface waters.
6) without
SYSTEM"-A system which does not meet all the location, design, and construction standards of the
current City Codes, but was installed according to the code in effect at the time of installation, and which
is operating satisfactorily by treating and disposing of the entire current sewage input without discharging
any pollutants into ground or surface waters.
3 "NON-CONFORMING SYSTEM"-A prohibited system; a system located within a designated 100-year floodplain; any
system which may or may not meet all the location, design, and construction standards of the current City
Codes and which is failing for any reason; and any system with less than 3 feet of unsaturated soil or sand
between the distribution device and the limiting soil characteristics.
(The limiting soil characteristic ( ] has or , 1.has not been identified at this time. If the limiting soil
characteristic has not been identified, this classification may be subject to revision.)
TANK CONDITION (5-10): 4
Tank inspection indicates:
Pumpout not needed at this time.
Solids accumulation in tanks indicates they should be ;�• • out this ear to 1- • • - ent future problems.
So i•s acc ,' - ion in s is a .• . •• • • out as soon as poS�Tble.---�
8 System is discharging to the surface. Tanks must be pumped out within 48 hours to eliminate surface discharge.
9 Inspection risers missing-tanks could not be inspected. Inspection risers (4" dia. pipe) must be installed in each
tank at next punpout. If tanks have not been pupped out within the last three years, they should be pupped
out now.
10 Inspection pipe is located directly over tank baffle (does not give accurate measurement of solids accumulation).
If tanks have not been pupped out within the last three years, they should be pumped out now.
DRAINFIELD CONDITION (11-14)://
D field inspection indicates:
Drainfield is dry, no surfacing evident.
4.2 Some evidence of surfacing, not critical yet.
13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector
immediately. Repairs must be completed within 90 days.
14 Drainfield extent and condition unknown.
LIMITING SITE FACTORS (slope.setbacks.etc.): /�/,�,p- ,/(
POTENTIAL FOR SYSTEM FAILURE (depends on soils.water table.etc.): ""�
COMMENTS:
i /
ll-7_9 i/: _ d ,, --A,
Date of Inspection S..tic System nspector
Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of
property, be advised that this report does not guarantee or certify that an existing system will continue to function
properly, but is merely an opinion of the adequacy of the system under current conditions based on the available
information.
This report must be kept on the premises with the system location and pumping records.
WHITE COPY/Inspectors File YELLOW COPY/Homeowner
occ
CITY OF ORONO
SEPTIC SYSTEM APPROVAL
CITY of ORONO
A ' r�•r, ;k�7 Municipal Offices
s I f r r of; Post Office Box 66
kyrG Crystal Bay,Minnesota 5532."-0066
ae?'fr
LOCATION: 385 Orono Orchard Rd. S.
OWNER: //ou/a di
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: S—P Testing REPORT DATE: January 5, 1994
The City of Orono has Approved your on-site system design as of January 12, 1994
(approved-disapproved) (date)
with the following comments:When the eastern drainfield site is used, an interceptor
drain must be installed to remove upslope drainage. Based on the soil
testing information, a four bedroom home is the maximum allowable on
this lot.
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 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 444 I
Stephen ckman, On-site Systems Manager
TELEPHONE-473-7357• FAX-473-0510
•
•
S-P TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
January 5, 1994
Allen McDowell
Lot 1, Block 1
Smith Dettloff Addition
Orono, Henn. Co. , MN
This On-Site Sewage Treatment System is Designed for a Type 1, Four Max.
bedroom home Designed in accordance with the Minnesota Pollution
Control Agency Chapter 7080 and local ordinances .
The soils on this site are SCS soils mapped - KkB - Kilkenny loam.
A seasonally high water table was located at 14" to 30" , (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 .5 min/inch.
If the south site is used for the primary site, an Interceptor
Drain will need to be installed.
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 ditribution 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
Allen McDowell
Lot 1, Block 1
Smit Dettloff Addition
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 sytem 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.
Note : This site has a max. 4bedroom, 600gal . /day area available.
Driveway easement to the south must be located.
Steven B. Schirmer OS
SBS/ds
_
r , ----. - .
:
„,.
111 ''Fgoo5t-- ,
.-<-C. --1\-.1"irvw•-$A-1-- \ --17,,t, - t:
\\
A--c- S4-- / , .
A
.t.0
:
-co -
\'
-c-\-0 L.+J 1...w\t-
11.)ercx-L.1-kr
i-'°'3 .•
\ ,
1
. ,,.-.. .
, .
c,„ \' • , .' t c„;.•-. -..\
\I
4-
1
A > 1 ..'.-:. •-: -'g, ,,,,-.1 7”
...3
-----..-----"---->. ......). , --- ,
.,..s..-
,3 1 •',, e .
_, ,. --
0 z T''' (I) c'6 T±: ';'''e: '-''' ?- 7
Itoim
---t "-.----I „
\*, tx z '- i:-. ••'-•"' \ i /A --'------ 1135...\•_0,- --- S..\Y?'\-->-----,,,,,..
et \1 if! o 16 ,..--,'-f:1 :` • , N
--1_24
..,i 0 ..,... ,,....-._,......Ta:-:
---2-:.7:',.----1--:a;s:7----er= ii:`,/"At 'Tor oF 1.)0?,-7\-\ vuesT
f' N. vcoyovec. 0 '
--c-tvwf-- ----3 ..-....->---- e\J ,zo,_C 0TR° eRTY "-A kg T....1.2.cm)
., . .,i• ::., - L! ;... )‹i
\ !
0%rf1/4 So u-IN-4 cf- .-. FtuS IA v.,)I-r-V-N ts-RouAm
\ i 1 /l \<0 e--- ‘.. -- -moTosc-N› vihsm_al(.„,c
t.-N-1 A 1-•‘4- ---4.— g_,.
.-------------7)
\e \ -
WL .........„______ ...- ......'
.1-.1., Is\-.VC:*---T-1": t(1::.\-S-45-<\*)'Prt%sur"ZuJt:1\V.1-1‘‘...\--(\-3(V--
)1gi t9 I - '• .e:-"Cts 3-) t: 'c--1.1-(N.14- -.f,--A.'?PriAS\00. A-7,-. 11- \S k2s.
in' IC I ° I" L ''
1 t/\\LA7Lrfl \'\
\\I \ fl si:308it Boringors ii:-•,
.1; Percolation stN,. Scale: f:--- Lid
ench M k
- cc: cf:: ,..... •i NI-0TocsVC, 1 \
is.. o_ ' c: '.- .7 •'-i + rAvilm,
O c, a- 0 r('- ',:' Y '.'1 mt Note: This system is to be constructed to meet
\ lz>f-----3-C--3' , _____—x,N1,:,;ai..
J w w ,,,c < z _ -
. ---_- . st.
., _ -----„t the Minnesota Pollution Control Agency
-- 1 1- ,f.'7 7.i _,S.-----
4-11 a DO 1.. .r..- tm \ ,/ 7\--._.... ........x_________- Chapter 7080 & Local Ordinanc-
CD E c' /
\r,,
4itv‘2044 i \/ 01
), to/ ,------ / 4-
, irli i ,
Check all underground tAtilities
Yr_._.t. -L \
*V---e- --c? A‘..-\-• \-\ \/K e-61•.4\PN--\- -)A-c- cfrr. 6.C- I Ch
t 1
i (11 g4,0%Surt at.).:11 11111'1 I 1 1
'c•IV- Qlr-OTOSZ> ‹-e-' f•-"M"A' iNET--V-A-S ISV*0<i•-•V- I -:\_..../ , 0
i PROPERTY OF. A - - - c-'
ii,-- f4- -( -V,•- c-o)os-\44-.1r._•--no)..1 •kk s, • hla._•..
ion Iota ___ \\
\ '.3" I/ 4"c?-1). ) Mo- •\0_.1:n__ ___,___‘-i-cvi-A i• . 6 G.
, Lo cAi1 S-P TESTING INC.
I ID 1 VA 1
Designed By 61 ---
I I
7.re.... J,7,1, 311,4.Z5 M ?---m, Co!Siej ":1 '',- Dote:_i_//../.9±-1, PH.612 -497-3566
•
` /0 >I Foc.r.s3� 4 - - '-
0
. rillini ,..\..\S`)
1"1-41-41/‘�•l.) `°¢c . 3°�O
15r � , I
SET- BACKS 19
/O /3_ _____N/ii vair
HOUSE • System must be:
• Tank 30' from property lines >C- S��c--<t o).--1 c.2-,1••• S \_ w vo-�N-3r
r ti„ ""V:0 �r -.1-• .2.1.. from wells
L\ 'P•aryf Wr`.L Nsv . 'z.o from b!dgs.
p`�
1-YV� I.1-1 -CWV- r-r'°g Treatment area ='from lakes, streams
1-O''U `- -- " 0 Treatment area Zo/' from property lines NOTE: Power supply and switches must be located in a
K^ ?-'f'A,NV-S 5\44N..r.o�tJ /�•N
Mt{oLES t 1.7." ni
n." ." 'from wells weather proof enclosure outside the pumping chamber and manhole
8acrFIL`. 7_O 'from bldgs.
t- -, 112..'from trees aI SOIL BORING ELEVATIONS
I , 1 r- -rI• l
Aomin.
IT- llrall . , I i THAI EL.-tots. -41'x(9 - /oci-4
/ 'Tank •t — �- da.supp- ly 1- rade % TH.~2 EL.-1'�a.
•
Drop to Tank Tank I PRESSURE DISTRIBUTION MOUND SYSTEM TH"3 E L 1.��
TH."4 EL-1ftl.:‘
•
Min. I"to 8' Pumping - TH7 5 EL.-LOA
Max.I"to4' P -CA 1aY.-S SNR\..L.ouJChamber ELEVATION at PROPOSED PUMPNG
4"to 6"dia,pipe CHAMBER-/oz.o `"''`?°Il..o s
'v.►Q
>Aor'x..-(o4 oF'6i.000-- II. ..o
SYSTEM DESIGN -MOUND q,i.., y .•B 'DPAot'1 rs 44)41k-ciAs\.f� v' L.ow ,-r .N..ods- /0,-1.0 {
TYPE., __4_ BEDROOM , Average percolation rate/o• min./inch (design.83 sq.ft treatment area per gal. of daily sewage flow)
OO gal./day x.83sq.ft./gal. I-rice sq.ft.of treatment area +10% =S` ? sq.ft. (= IOft.width=.1.S._ft.length of bed area+side slope run s_to I x height= '4 ft.x./Q ft.lawn.area needed)
Clean rock needed— 541 sq.ft.treatment area x LEA.1 depth of rock=S99 cu.ft=27= _cu.yds.(3/4'to 2 l/f dia. ,includes 2"of rock above pipe)
-Gc)4 Clean.sand fill below rock needed I r)(*) cu.yds. approx. , sandy loam bock fill a�.yds.approx., topsoil 6" F. cu.yd. RVQ. SfttJ'O Q�p'C1=1• a•�__ •
vqs � �-Sco -Co Aoe �o�o - o -VDT 5°v-FoE- 1RK �,�t_A�..ssas °IC) c�1v..leTa„-).
Number of tanks required a , 1st tank 1000 gol. , 2nd tank/00 0 gal,minirrxms PLQ s Pi-t m Pt N t, �m p�R-
Pumping chamber capacity- 25% of daily sewage flow of bD gal.=151 gat.+reserve storage of 15 0 g?:1/BI.(Oo gal.+pipe back drainage— PROPERTY OF ALA- 1-1 1'1[-0oNn1S1
of_.L'gal./100 Itn.ft ofd"dia. supply pipe, lin.ft.needed _, manifold_LIL gal./1001in.ft of a "dia.pipe,lin.ftneeded ') , Z ,gal. 1-o-(1 i-4, 1 Sm r-f14 Vrerc oF-
total capacity needed aLa gat(plus area for pump) uSE rn,r,. )00.0 gal.cap. R'o4• o'?0t.►a.1•0114 O.
1%1, 6+0,
Distribution pipetL�Mdia. , j Sg lin.ft., ►)9 "dia. perforations 311_"apart
Pump size hp. (pumpable capacity )L2 gal. 4 cycles/day) U sem c 1 to I H'GPo PQ Gss _ o.r_se1-t Et_Q->,- -- 4 0 ta,1) yn,,rl, I S-p TEST/NG / C.
Note: When constructing bed , this area should be shaped Note: Distance from treatment area to neighboring wells— 1 / g.41-
to
,l�1•� ,
Lam- CN-7- --r\AP 1 r Designed 9y: 7 �`
to divert run-c" from entering treotmen� area. 100
1 .k n- - .,,-;:-.0„j -,CkY's-i1., v,)'.- L •*,..5 �,1'SF= rf- ,..1��.. 'SrS`:. k.»%?:"Do!e :I_/ / , PH• 62-497-35S6
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd) ' . ' .
A. FLOW iryi t}yc.... y BEtror horn At)AN%.44-5%....v.._ Estimated Sewage 1 w,s in Gallons per day
Estimated. 600 gpd (see pages D-7 or I-3,4,5) Number
or measured gpd x 1.5 = - . B�fps Type I Type II Type III Type
IV
B. SEPTIC TANK LIQUID VOLUMES 2 300 225
3 450 300 21818 218 tit 4 600 375 256 tion
a -)DG d gallons (see pages C-3 or C-5) 5 75C; 450 294 yipse
1
I 6 900 525 332 1;_11.
7 1050 600 370 m
8 1200 675 408 cosmos
C. SOILS (refer to site evaluation)
IS
1. Depth to restricting layer = t- 1-(0 3o inches Septic Tank Capacities,in gallons
2. Depth of percolation tests = i a'' inches ��'s Minimum Liquid
Lgarbaged uid capacity
3. Percolation rate /0. %mpi 2"k� 1 030 1�
4. Land slope or 6
7`B8 or 9 1503
2000 33000
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 = ,
, C.o o gpd x 0.83 sq. ft./gpd = Lo is. sq. ft-po° --75494
2. Select width of rock layer (10 feet or less) = 10 ft.
3. Length of rock layer =Area s Width =
. '-t', sq. ft.s 0 ft. = Ls ft. Rock Bed
:.:.:.:.:.:.:.:.:.:.:.:.:.:.::r.
1
'•:•:•:.:•:•:J f :•:•:•:.f.:..
ti•ti•ti ti•ti•ti•{ {•ti•ti•ti.ti.ti.ti.ti:�'INidth 570 ft.
E. ROCK VOLUME ,'.•:t:!:_:!:_:_t g_:!l:•:•:_:_:;
F-- Length
1. Multiply rock area by rock depth to get cubic feet of rock;
54.1 sq.ft. x1.o.r ft. = soil cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd.,to get cubic yards;
Shy cu. ft. 27= a. 1 cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
? 1 cu. yd. x 1.4 ton/cu. yd. = 2 tons. 'T
F. ADSORPTION WIDTH L<_4q ti7 A-'a1
1. Percolation rate in top 12 inches of soil is O.< mpi Absorption Width Sizing Table
2. Select allowable soil loading rate from table on page E-; Percolation Rate Gallons Ratio of
in Minutes pu Soil Texture per day per Absorption widtA
.14.
1 i d/f t2 Inch(MPl) square foot to Rock Layer b!
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 too•• Fine Sand•• 0.60 2.00
6 1.20 gpd/ft2+ .Li gpd/ft2= a.V6to3 Lo
16 to 30 L
) . san0.79 2.00
oam m 0.60 2.00
31 to 45 Silt Loam 0.50 2.40
Check this value on page E-16. 4660 to 60 Clay
l alt am 0.450 2.67
4. Multiply adsorption width ratio by rock layer width to get Slo ;;an Clay ----
required adsorption width;
g,1,9 x /0 ft =3t..7 ft
I
G. DOWNSLOPE DIKE WIDTH
1. If landslope is 3% or more, subtract rock layer width from '
adsorption width to obtain minimum downslope dike toe for
absorption:
'AL.') ft- )o ft = 1 9 feet •
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation I.4 feet
b. Multiply rock layer width by landslope to determine drop ,,,
in elevation;Slope Difference ?..::f 1 foot Rock: •
/0 x 3 % - 100 = . 3 feet
idt
c. Add depth of clean sand depth of clean sand for "°`'°�.. "
lkd
separation at upslope edge (2a) to depth of rock layer to _ W
ow...lope Width
rock depth and the depth of cover to find the total mound °-i-. `.
height at upslope edge of rock layer;
1.se ft + 1 ft + 1 ft = 3.s, feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of 3 -St-) So‘.‘'tH 3•i< }•S -y.3
e. Multiply dike multiplier by upslope mound height y .3 ,c 3.51 = 15 viVSN.oY.E._
to get upslope dike width: a.c6 x •- •_, 7 = 14 feet 1-N04 4- ) y 34, .'I - 9•6i
f. Add the depth of slope difference (2b) to the upslopeoc�>,sw �
e
height to get the downslope height 4-� 4.SN = 1
3.6' + .3 = 4. 1 feet
g. Enter table on page bottom with landslope and
downslope dike ratio. .
Select dike multiplier of 4.5 4
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 4.1 x 4.64 = 1CI feet tJtrg- -
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;
/9 feet s' :::::::: :;: ::: .
IS '
j. Total mound width is the sum of upslope dike Rock Bed Width " 6'' .:upsiopeourwiaw' 14
" width plus rock layer width plus downslope soy '••'•'•'•'`. '::::
151t1oI,r�,►'- dike width; %:....-::.:"::.:-::.:.: ::.:....:• :.:*:' • � : ;
y(.� 'Nps :. . .:
14 ft + 1 v ft + /q ft = y3 feet Upslope Dike Widti;_ ;•upslope Dike Width
k. Total mound e length is the sum of upslope
g P P
' o siope:• Width
dike width plus rock layer length plus �►
upslope dike width • iq '
t 5 ft + 5 S ft + i y ft = $t feet F., Total Length 4i
t 07 -fi s s -►- a 1 = CI 9 s
Downslope Upslope
3:1 4:1 5:1• 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1
%slope
0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0
1 3.09 4.17 5.26 6.38 7.53 2.91 3.85 4.76 5.66 6.54 7.41 ''"
2 3.19 4.35 SS6 6.82 8.14 2.83 4.54 5.36 6.14 6.90
3 3.30_ C4a"?.-----5.88 7.32 _8.86 2.75 357 4.35 5.08 5.79 6.45
4 3.41 4.76 6.25 7.89 9.72 4.17 4.84 5.46 6.06
5 333 5.00 6.67 8.57 10.77 2.61 3.33 4.00 4.62 5.19 5.71
6 3.66 526 7.14 9.38 12.07 2.54 3.23 3.85 4.41 4.93 5.41
7 3.80 556 7.69 10.34 13.73 2.48 3.12 3.70 4.23 4.70 5.13
8 3.95 5.88 8.33 1134 15.91 2.42 3.03 357 4.05 4.49 4.88
9 4.11 6.25 9.09 13.04 18.92 2.36 2.94 3.45 3.90 4.30 4.65
10 429 6.67 10.0 15.00 23.33 2.31 2.86 3.33 3.75 4.12 4.44
11 4.48 7.14 11.11 17.65 30.43 2.26 2.78 3.23 3.61 3.95 426
12 4.69 7.69 1250 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08
. X si 0)4 • P- 3-
*G. 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:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation 1. 3 feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference "°°"°"`
.:.F i(oat Rods
- x % = 100 = feet
c. Add depth of clean sand depth of clean sand for Ugloyef d. 1 oue
renct
separation at upslope edge (2a) to depth of rock layer to S Rt dN v
rock depth and the depth of cover to find the total mound DowIts!spe Width
height at upslope edge of rock layer; 1e1 �_
1.3 ft+ l ft + 1 ft = 3.3 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of y.0 .
e. Multiply dike multiplier by upslope mound height i
to get upslope dike width: 3.3 x 4,0 = 13 feet u s .-t
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;
..::::::;:.::*2::!..-:::•....-:.::.2:*::::::.:-:..
eft_+_- ft_+.. ft=-_- feet Rock Bed:Width.p . ::..Ups4e...6 eWidth .... :•:;:
j. Subtract the Minimum width G.i from the Absorption
width F.4 to find the Additional Downslope required for . .
Absorption . . . .
u lo Dike Wide;'. ; .. upslope Date Widih.1,
ft- __--ft-- - ------_feet >� t
sk. Add the Additional Downslope required for Absorption : olkWith
to the downslope dike width and recalulate the Total
Mound Width which is is the sum of upslope dike
width plus rock layer width plus downslope dike width
I ft+ /o ft+ )6" ft = L 0 feet 1- Total Length 4SC -101
1. Total mound length is the sum of upslope dike width
plus rock layer length plus upslope dike width;
is ft + SS ft + l S ft = q5 feet
Downslope •
Upslope
U slo
3:1 4:1 5:1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1
%slope
0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0
1 3.09 4.17 5.26 6.38 7.53 2.91 3.85 4.76 5.66 654 7.41
2 3.19 4.35 536 6.82 8.14 2.83 3.70 4.54 5.36 6.14 6.90
3 3.30 454 5.88 7.32 8.86 2.75 3.57 4.35 5.08 5.79 6.45
4 3.41 4.76 6.25 7.89 9.72 2.68 3.45 4.17 4.84 5.46 6.06
5 3.53 5.00 6.67 8.57 10.77 2.61 3.33 4.00 4.62 5.19 5.71
6 3.66 5.26 7.14 9.38 12.07 2.54 3.23 3.85 4.41 4.93 5.41
7 3.80 556 7.69 10.34 13.73 2.48 3.12 3.70 4.23 4.70 5.13
8 3.95 5.88 8.33 1134 15.91 2.42 3.03 357 4.05 4.49 4.88
9 4.11 6.25 9.09 13.04 18.92 2.36 2.94 3.45 3.90 4.30 4.65
10 4.29 6.67 10.0 15.00 2333 2.31 2.86 3.33 3.75 4.12 4.44
11 4.48 7.14 11.11 17.65 30.43 2.26 2.78 3.23 3.61 3.95 4.26
12 4.69 7.69 1230 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08
•
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
CGravity Distribution END PERFORATION OF A PERFORATED LATERAL
1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of Gra..Cover
water use rate.
%/i T4e011 . Y
2. Maximum suggested for delivery to a drop box of a home system is 2,700 ;,-.. .....;.4,..,.,,.,.
llonsper hour(45gpm)toprevent build-upofpressure in dropbox. .''L }Layer - r Flo=lu.we.k tor./a�.-
ga �sand I�oyr .,�
2 one lar«ra a papal
�a`.coverw
11, 1
- iamr7-iL'arirvi�a: Par/oration OrMI.d Horizontally
Pressure Distribution 7. - Mb .p Now rap
3. a. Select number of perforated laterals 3 3.4 Pla. .-, u Least le to Edon
b. Select perforation spacing3 ft. PMI .l Rock layer
= .-q--:: �., r
• Pwtarollom tscal.d el
c. Subtract 2 ft.from the rock layer length. xd` coos sand Loy.r Bottom el lateral
,I=ts ecnri-2 ft.=_12..ft.
Od Mol Sea Pnporly Sculn.d
Before Piecing Send Layer
d. Determine the number of spaces between perforations.
Length perf.spacing= SI ft.+ 3ft.= 1'7 Spaces TABLE OF PERPVRATION DISCHARGES IN CPM
e. Y) spaces+1= 14( perforations/lateral
f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(Inches)
et total nu ber of perforations. 7/II 14
. x p.M.A
= Sy perforations.
,1 1Aa • 0.56 0.74
g. x 6Py'/Pry--,Y,y gym' 2Ab 0.80 104
2.5 0.89 1.17
SELECTED PUMP CAPACITY 4 v 3.0 0.98 1.28
gpm 4A 1.13 1.47
5.0 1.26 1.65
B.Determine head requirements:
1. Elevation difference between�uand point of discharge. aUse 1.0 foot of head for residential systems.
m
Pg bUse 2.0 feet of head for other establishments
feet
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold
ar feet
3. Friction loss Pipe Length
a. Enter friction loss table with gpm and pipe diameter. l t
Point of Discharge
Read friction loss in feet per 100 feet from table. /04'.0
F.L.= g•Ly ft./100 ft of pipe Elevation Difference
b. Determine total pipe length from pump to discharge Pump 91••.a
point. Add 25 percent to pipe length for fitting
loss,or use a fitting loss chart. Equivalent pipe F-18b
length-1.25 times ipe length=
5b� x 1.25= C feet 1.5 inch 2.0 inch 3.0 inch
gpm Frictim loss per 1001t 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= a.lo9 x LS +100= 2... 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 2.47 0.70
20 2.47 0.73 0.11
25 3.73 1.11 0.16
+ + Z 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 I(o feet 50 3.99 0.58
55 4.76 0.70
60 5.60 0.82
C. Pump selection
1. A pump must be selected to deliver at least 9 0 gpm (Step A)
with at least /b feet of total head (Step B).
Ci ..
Location. or Project Allen McDowell , Lotl,B1k. 1,Smith Dettloff Add. ,Oron6 • ' •
Borings made by S-P Testing, Inc . Steve Schirmers Date 1-3-94
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : IIand_ X , or Power , Flight , or Bucket X
Depth, Boring number 1 Depth, Boring number 2
in in
feet Surface elevation 101 . 6 feet Surface elevation 101. 3
0 - - ---- -- - — 0 -
Topsoil dark brown loam Topsoil dark brown
0 - 10" loam
1 loamwn 10" - 1' 2"-MOTTLED 1 ' 2" 1
0 - 1-1/2 '
Rustyolive brown Brown
1-1/2 ' - 2 ' loam
2 - 1 ' 2 - ' "
clay
2am 2 Broroamla ' - 2 ' 4"-MOTTLED 2 ' 4"
Rusty olive brown sandy Rusty olive brown clay
3 - 2 ' 4" - 3 ' 2" clay loam 3 - 2 ' 4" - 3 ' loam
Rusty olive brown Rusty olive gray
4 - sandy loam 4 - clay loam strong
3 ' - 4 ' 4"
Rusty olive brown loam
3 ' 2" - 5 ' 4 ' 4" - 5 '
5 - 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 1 ' 2" feet of depth. Observed at 2' 4" feet of depth.
Not present in holeNot present in hole
Comments : Comments :
•
•
Location or Project Allen McDowell , Lotl,Blk. 1,Smith Dettloff Add. ,Orono • •
Borings made by S-P estinq , Inc . Steve Schirmers Date 1-3-94
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Iland_ X , or Power , Flight , or Bucket X
Depth, Boring number 3 Depth, Boring number 4
in in
feet Surface elevation 100 . 8 feet Surface elevation 109 . 8
0 - - --- -- — 0 -
Topsoil dark brown
Topsoil dark brown 0 - 1 ' loam
1 loam 1 - Brown clay loam
1 ' - 1' 8"-MOTTLED 1' 8"
2 - 2 -
0 - 2-1/2 ' -MOTTLED 2-1/2
Rusty gray loam 3 - Rusty olive brown
3 -
clay loam
2-1/2 ' - 3 ' 8"
Rusty 3 ' 8" - 4 ' c� a lsoHuy4 - 4 - 1 ' 8" - 4 ' 2"
HIT ROCK Rusty olive brown loam
4 ' 2" - 5 '
5 - 5 -
6 - 6 -
7 - 7 -
8 - 8 -
End of boring at 4 ' 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 2-1/2feet of depth . Observed at 1 ' 8" feet of depth.
Not present in hole Not present in hole
Comments : Comments :
Location or Project Allen McDowell , Lotl,Blk. 1 ,Smith Dettloff Add. ,Orono
Borings made by S-P Testing, Inc . Steve Schirmers _- Date 1-3-94
Classifiction System: AASHO ; 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 109 . 4 feet Surface elevation 109 . 4
3 - - - -- -- — 0 - _
Topsoil dark brown Topsoil dark brown
loam loam
1 - 0 - 1 ' 1 - 0 - 1 '
Brcwn loaml ' - 1 '4" Brown clay loam
Brown clay loam 1 ' - 1 ' 8"-MOTTLED 1 ' 8"
2 - 1 ' 4" - 2 ' 2"-MOTTLED 2 ' 2" 2 -
Rusty olive brown
clay loam Rustyolive brown
3 - 2 ' 2" - 3 ' 4" 3 - clay loam
4 - Rustyolive brown 4 - 1 ' 8" - 4 ' 2"
loam
Rusty olive brown loam
3 ' 4" - 5 ' 4 ' 2" - 5 '
5 - 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 ' 2" feet of depth. Observed at 1 ' 8" feet of depth.
Not present in hole Not present in hole .
Comments : Comments :
CERT. #00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc . 1-4-94 9 : 20 an'_
Pcro:.,:ion test readinos made by on startino.at
Lotl ,Blk. 1,Smith Dettloff Add. 1 1-3-94
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 - 10" Topsoil dark brown loam
10" - 12" Brown loam
Method of scratching sidewall Kn i f e
Depth of gravel in bottom of hole 2 inches
1-3-94 12: 30pm 12
Date and hour of initial water filling . Depth of initial water filling inches above hole bottom
Automatic siphon
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours
6
. Maximum water depth above hole bottom during test inches
Time Percolation
ime interval. Measurement. Drop in water rate, Remarks
minutes inches level. inches minutes per
inch !
9 : 00 prefill i 6 1
9 : 20 9 : 50 1 n3-1/8 9 . 6 30 min
10 : 03 1 10 : 33 2-15/16 10 . 2 "
10 : 34 11 : 04 2-3/4 10 . 9 n "
1
Percolation rate = 10 . 2 minutes per inch.
CERT. #00627 .
PERCOLATION TEST DATA SHEET
S—P Testing, INc. 1-4-94 9: 21 Ca.nL)
Percolation test readings made by on starting at p.m.
Test hole location Lot 1 ,B l k. 1,Smith Det lof�fol Ad m6er 2 Date hole was prepared 1-3-94
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
1-3-94 12: 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
ime interval, Measurement. Drop in eater rate• Remarks
minutes inches level. inches minutes per
inch
• 9 : 00 prefill 6
9 : 21 9: 51 II 2-3/8 12. 6 30 min
10 : 02 10 : 32 " 2-5/16 ! 13 . 0 " "
10 : 35 11 : 05 II 2-1/4 13 . 3 II
"
' I
•
13 . 0
Percolation rate = minutes per inch.
CERT. #00627 •
PERCOLATION TEST DATA SHEET
Pcrcoi.:ion test readings made by S—P Testing, Inc. on 1-4-94 starting at 9 : 22
Test hole location Lotl,Blk. l,Smith Dettloolenudmber 3 . Dateholewasprepared 1-3-94
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
1-3-94 la: 30pp 12
Date and hour of initial water filling Depth Ofmnitial 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 I Percolation
ime interval, Measurement. Drop in water rate. Remarks
minutes inches level. inches minutes per
inch
• 9 : 00 prefill 6
9 : 22 I 9: 52 n5-1/2 5. 5 30 min
10 : 01 I 10 : 31 " 5-1/8 5. 9 II II
10 : 36 11: 065-1/8 5. 9 II II
1
i
l i
5. 8
Percolation rate =
minutes per inch.
•
CERT. #00627
PERCOLATION TEST DATA SHEET
Percolation test readim_s made by S—P Testing, INc. 1-4-9 4 9 : 24 La
on tarting at p.m.
Lotl ,B1k. 1 ,Greenfield Ac. 4..,, 1-3-94
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
e
Depth of gravel in bottom of hole 2 inches
1-3-94 12. 30pm 12
Date and hour of initial water filling . Depth of initial water filling inches above hole bottom
Automatic siphon
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours
6
. Maximum water depth above hole bottom during test inches
Time Percolation
ime interval. Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
. 9 : 00 prefill 6
9 : 24 9 : 54 ii, 1-3/4 17. 2 30 min
9 : 59 10: 29 II II IIi " "
10 : 38 11 : 08 "
17
Percolation rate = ' 2 minutes per inch.
CERT. #00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc . 1-4-94 9 : 25 °1�
Percolation test readings made by on startin_ at err.
Lotl ,B1k. 1,Smith Dettloff Add. 5 1-3-94
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
1-3-94 12 : 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 water depth above hole bottom during test 6 inches
Time I Percolation
ime interval. Measurement. Drop in water rate. Remarks
minutes inches level. inches minutes per
inch
• 9 : 00 prefill 1 6 1
9 : 25 9 : 55 3-11/16 8 . 1 30 min
9 : 58 10 : 28 " " " " "
10 : 39 11 : 09 " " " II
"
Percolation rate = 8 .1 minutes per inch.
CERT. -tit 00627
PERCOLATION TEST DATA SHEET
S—P Testing, Inc. 1-4-94 9 : 26 ' a.n
Percolation test readings made byon starting at p.m.
Test hole location Lot 1 ,B 1 k. 1,Smith Dett 1 off f-Tote number 6 . Date te hole was prepared 1-3-94
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
1-3-94 1,2 • 30 ?m . 12
Date and hour of initial water filling ept or-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
ime interval. Measurement, Drop in water rate. Remarks
minutes inches level. inches minutes per
inch
• 9 : 00 prefill 6
9 : 26 9 : 56 t, 3-11/16 8 . 1 30 min
9 : 59 10 : 29 II 3-9/16 8. 4 II
"
10 : 40 ; 11 : 10 If3-1/2 8. 6 ff "
8
Percolation rate = ' 4 minutes per inch.
PERFORATED LOAMY SAND CAP
LAYER OF GEOTEXTILE
�,, LATERALS FABRIC PERFORATED LATERAL
`= ..; _.,..... : — ,-..., GRASS COVER 6 TOPSOIL
IS
SANDY LOAM SOIL- .. ,,,_•',$,:. ` = *"'"' �wy
. ' :LEAN SAND FILL ��� P
MAXIMUM SLOPE
• r*: 3 TO I
LAYER OF GEOTEXTILE ;< i•
V. CLEAN ROCK a'
FABRIC OR +#-INCHES—OF ° ' �y ' 3 1
",. . ��� l'' TOPSOIL PLOWED OR /a TO 2 /2 INCHES •i. SLOP(
HAY-COVERED--BY l i i' DISKED SURFACE
BUILDING-PAPER ;� ,• /,/ / z" SUBSOIL
CROSS SECTION A- A
PIPE FROM PUMP---A ‘.• I./ ''
3 •I i' ,- //- 1;;Kti
; .ef .,./ PUMPING/ PIPE FROM
/9 -2/ .1 ••
,,• , /
CLEAN BOCK ,. - DIVERSION FOR
/' �' //// SURFACE WATER w ' ' ! 1 ;
6` TOPSOIL/ / , �' o
/� i
-�. t; /� 3(/' fi/ / /?
�� .--
- PERFORATED I —
,"A,
-t -� - �._ r9' ..• IMAX. 1 :: LATERALS
_ i ,r I'
.CIE 0 �v--- • ''..-:.:•.::..•:.. •`j--
SAND AN 3 :v.:':,:: :,: : — I _
Ill SOD ,_71. \-e•;., ...'..;••(:.'•••••.1......•-e•; • BED AREA I 1 _
B OR LAYER 4sit. ".41..?, 1 ____,Z,• W •
—
BARRIERR�l ...• .- l I W W m _
AYER " ` - - I z z I —
20I o 0 30 =-
LAYOUT OF PERFORATED PIPE LATERALS FOR _ INCHES Imo#a' INCHES
I t
PRESSURE DISTRIBUTION IN MOUND --
- 10 FEET—DIKE `
PERFORATED PLASTIC PIPE
DIKE — MAX.
6
TOTAL WIDTH -
___,------ _
—
PERFORATIONS SPACED 36. .-- eAriON I I;
END ON CENTER. PERFORATION �-
VIEW OR ' MAY BE �i,b: 'hi. �•• A F' PLAN VIEW
OR /�. �6� _rte --.___._
2«MANiFOt D �--
'����,� \� PIP( ENO PERFORATION OF A PERFORATED LATERAL
moi;
::�� ,�crme ever
�PERFpRAil IC ON BOTTOM OF ''i�{
PLASTIC PIPE 1� �, Top•ou
_ _ ..r.--
La tr Ot G4Ot•tl., Fo.rlc lerfour•
�/` \ - ='(ALTERNATE LOCATION Loamy seed
Lew k�c coyer ea esy ee sao,.co.•.•d
�� w�tn rru�oon-oowrl
,� OF PIPE FROM PUMP(
• f'i'fi•8i .���--Poi rN•tbn Drilled Horlyonlally
//� ...,54 17,19p °Mor Top
QD,, L s•�s Plus —Al l•o•t 12'to Edq•
END CAP /� RALE tDtoln Field Rock of Rock Layer
LASE PNINmluns Loco's() of
i� FORAIE0 2 PIPE FROM Clean send Loser Bottom or Lateral
�% F pER PUMPING CHAMBER •
GE LIia �iaa1ycorlri•dLEN\ / BPoSneL •
F-x
REDWOOD, CEDAROR
WATER T IGI IT B LOCKABLE ELECTRIC BOX- _�TREATED POST (4 x 4 mIn) •
PLUGS OR ELECTRIC CONNECTIONS- -- `_ ',,-----ALL E X ELECTRIC CONNECTIONS MADE
PVC CCOUITVER
SCHENEE 80 6.SPACE -LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED LOCKED SETTLEMENT
SEALED MANHOLE RINGS- _ Ky w -FINAL GRADE• \�'C
" '` y AT LEAST I2" 41'
UNION
" BELOW GRADE
WIRE FROM POWER SUPPLY
.---/;t p PPIIPME IS LAID ON A UNIFORM SLOPE FROM
At
. FOR PROPER ORAINBACK IL TREATMENT AREA
SEALED TANK COVER- IF PIPE AT TANK MUST BE LOWER THAN
UNIONTO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN INCH 1/4 WEEP HOLE MUST BE USED
WITH ANCHOR — WEEP HOLE
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT--
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
START_LEVELS7-_— __i_ -T _ -- MUST NOT RUN OVER ANY TANKS BUI
MUST BE LAID BESIDE OTHER TANKS
3"_J `s. .4 AND MUST BE PLACED IN CONDUIT
ALONG POST
SHUT-OFF_LEVELV_ -_I -_._ __ ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT -/ Yfie CONI ACT.
w[000
Figure F-8
METAL
COel‘
soi}P
v. _.0. C ______. .1,..:. _Ik...41 ..--.kt 4"- .-
T Y
I t_: j�� i, I
1 •Y
1 • i I I t
CONCRETE ' 4g:
MANHOLE
RING -
61.
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
VERTICAL SIDEWALL SEPTIC TANK
/--FINISHED GRADE
AT LEAST �W AT LEAST
4" DIA. 6"TO 12"COVER 4• DIA;
MIN. -AT LEAST I _ AT LEAST I"
17
• A DIMENSIONS FOR_TANKS WITH VERTICAL SIDES' A
.9 WIDTH, W 24" MINIMUM _ _ •__
LENGTH, L 2 TO 3_ TIMES THE WIDTH ____
B DIAMETER GO" MINIMUM _ __
_� DEPTH 30" MINIMUM; 78' MAXIMUM ---- C
A 0.2 0 - /
AT LEAST - - ---.-- -
B 6" MtNIMUMI 0.2 0 MAXIMUM -16-
.. -
3.. C 04 0 ----
I-» — - -AT LEAST 4 FEET-- -- ---I
Noll S 1
1. SANNNIY IELS AI Ir AS111NCIIES INOIAI.IFIFR 4 .WIIKIIE COVERS SI LAIL IVLOCAIED WtlNN 121NCI1E S.
2. II ICnf.SI IJ 1.UL Or4C On Mor lE 1,41v/1*LES.20'IFASt IF 1116 MN/IIOLE 6 WITI ON&Y 144CIE9 OF 111C SIXVACE
t))1A1./IS001l Al10 LOCAIFn wilt 044 61 EE 1 Or ALL TANK lIE COVEIEIAJSI LIE SECUt0101416%+/1 ACCCSS-
. WALLS 6 SF raw[)N DISC NICE DCTINEEN ENO CF►AEI PF.AND
7. N+1/SI•EC IKWrvF Of Al tins!4 iNCNCS(IAC6 lEn NEMESTPON1 ON DAftLE 9ALL DENC1ESSUW/6 WCIl*S
On A IWuNI IDLE SI IAL(RE LOCA1 E D OV ER 1X)111 lir INL Er On NO M)NE n LAN 12 NCI IES.
NS)OW LC I ULVICLs 114E CENT Ell ENE CF lir vIS'EC11014 6 ron1K)141LLJN I AL CYLI/nnICA1.1ANKS DII.ICrIT:10N A IS 0.160
PIrLS SHALL DE 111C SAI.f AS lull C.0N11.411Ir/F OF 1HE AND co*.NS1ON C IS 0150. 4
ON ILE 0IYNWli5 OI1 SANIINiY 1L ES A11/11U)INS4EC I IOU
1.1'C 1.411 RF LOCA ILu K II/41"N i11f.111E1 A1411(1011F7
DNILFS --
•
i PENCIL
M / MARKS ,
IP '4� X11'
•
6 �1rRT■ �20' r ', ' ° zr.str,e44.4__..A:,k___,L
*— MANHOLE p >Y
`1
INLET . rK4x+r ��ti i'�_ I I�i , OUTLET
-V ';OUTLET LEVEL},tai. �e I t Y
•
_._— SCUM CLEAR SPACE -= ' -��11 - '. )r CLEAN OUT TANK WHEN:
- — — -- - ��.,1' — .x IS 3" OR LESS OR
'— -- — — �I "B'IS 12"OR LESS
_- -- � 1� 1 r�
: •4 BLACK COLOR
�' SLUDGE li DISTINGUISHES SLUDGE
I'i' `. ,'. LAYIR FROM LIQUID
V
v.
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK