HomeMy WebLinkAbout1997 Septic System Approval o CITY OF ORONO
SEPTIC SYSTEM APPROVAL
o .n� .� o
(il
� " CITY of ORONO
y,�_ I � `h'
Municipal Offices
4 h Post Office Box 66
�� � r�G Crystal Bay,Minnesota 55323-0066
kES�ID4
LOCATION: 55 Wear Ln. N.
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: S-P Testing REPORT DATE: September 23, 1997
The City of Orono has Approved your on-site system design as of September 30, 1997
(approved-disapproved) (date)
with the following comments:
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 OW O
/� �
By i � .'N
Stephen We' 'an, 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
FAX (612)-497-5011
State License#394
September 23, 1997
Colson Construction
Lot 2, Block 1
Rolling Meadows 2nd Addition
Orono, Henn. Co., MN
This on-site sewage treatment system is designed for a Type 1, three bedroom home, in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local
ordinances.
The soils on this site are SCS soils mapped - SwB - Shorewood silty clay loam. The
seasonally saturated soils were located at 16" to 30" (mottled soil). Due to the
seasonally saturated soils, a Pressurized Mound System will need to be installed to treat
septic effluent. The bottom of the treatment area must be located at least 3' above the
saturated soils.
The soils at a depth of 18" have a percolation rate averaging 4.6 mpi.
A pumping chamber will need to be installed to lift the effluent to the treatment area.
The power supply and switches must be located outside the manhole and pumping
chamber in a weather proof enclosure. A warning device must be installed with a light
and sound device, this is in case of a pump failure.
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.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
1
Keep all heavy equipment off of the proposed treatment area before and after
construction. The treatment area should be marked off before construction. This
Design is not valid & the system will need to be relocated if failure to protect the areas
proposed for On-Site Sewage Treatment occurs.
With proper installation and maintenance, this system should have no problem in
treating septic effluent effectively.
Nothing other than gray water (laundry, showers, etc.) human waste & toilet tissue
should be disposed of into the septic tanks. Garbage disposals are not recommended,
due to adding more solids & fine solids passing through to the system. Excessive
amounts of soaps, cleaning agents & chlorine agents may kill the bacteria needed to
treat septic effluent. Additives are not recommended. Recommend to pump & clean
your tanks through the manhole by a certified pumper every 2 years. Check with your
pumper to set up a schedule.
•92-/ •
St en B. Schirmers
2
-.
-7,C-
e.,
•
K ,
. lie
,foi, y
5 .
A
I .
-i)
:41 10
VI
Si I (I'r
I r ' 71 V il _ ...
t if.... . ... --C
It
:_ /
„..„-----r
\ \ .
s1
1.
•41 Clilk. '
oo
c%
•
•
P., 4
Po fi _ i94 li
t '
c ,,a
0 •
1...,1
).›....
D
, ..---
\
X ,ill 2 ) I N
-'-- qo It i a
I I .1/4/ '
'0\:Xt-° c\ ,1, o,a
,
•
. ....z. Ul '11 —\ V *14'' '
I L 1 '' r
N( ...) , %
it
3)t
s T-
....0 c() i,7'. i L.L'— --„--
i i 0
...4 . i
0 '
"et 0
r
L _
,,.- 4c.44:.„`t.r._ _...-_ •
.‘11\ .-•\
4.4
C V
i) S\.)
vi
.....00.._ Te•
Ca
\'•
,..,- — t..1 •w ' .
r-
,....,
'N ).
l's
...'Z
j. 1' . '...." ''..,0,7*(*)
. .
31
. ...
A Izi
T-• .4
1,,,
Y 0 .. .
/%
• •
' • . ic..-v,
0` /
• / .1
/ . .
it' ;`--;"':."'t:.:::'.. ' •- -rn .
0 )
0 61. oe
.... ,
co co
rc ., .,•.
X /,
—
Iv\
I _
ii 3 0 to =
7 '• '`, '... l',... :)/P - . „ ..;
X
Ct
:> ,-.-, - "' ''-', ' ' . r't -,---t
I a g CD
u• 7 '... ' .. ',-- .":" f.f.'?- t.,, . 1 oi .'**-,
* ° .
•
176.
• it. -- '' ' ' ' i ' Ifi
A ,
•'''4 'Cr% ':: .- i . ' '‘' .- ,
•
r
41 E cr
.4.„ .
0 5. co cn
,
o
. , ...
t
cP = g 0
a- .....-.. 0 iig 'c-, ;:::
r 0 a
r z.-,;! . •..,
0
\ 1,0
--,,
ii
314 EQ '
f.": z t si Z
0 >
•-k
• •;;;:, 'N. .. ., M'
a ii3a. 6
-.
l' ---1 I 't‘ .,,::*tlfi,'
ii rin 1
g ct, , si
. .'4141
• t
,--
r
•
•:,illt
!k,
Ali
,
s't
0 ...
S. SIWZ.E T
-rtn) ..............,........• ._
-.. I-0 , 4 ,.. •
Id a)
tI` 03'I IT)
o 4
4‘
hit " 1
-t) • 0 7? Ar ,4 PI /.1 .•' 1:01
),. •-, u
x nl
1 / >
(i) .•1 ?t -1, ).. 3 m
cn
r t
-
... --
r
..
iz)t3.
#._ __t4
i
CA
N.
SJk: bik .
. Aii PI V 11 -•<
•
Cr)
0 4 , •LA
A)'lei .1..1C3
0)
C).,
•
- l.3 -
!.`t - 1SS
Z /0/X Li} FoLX- ti, --..c:/ - 7._
/
/ n
s
./ 7S r >\‘•\''' 3,-` - P of sA oTIIIT
?LA>J V t* -N. / 9_8a_;,_
SET- BACKS I iY /o'____>( I
HOUSE System must be
Tonk �c)' from property lines X - ._-C_''<t ° 1-2Th}}Sr;\- W\ \-
- �� - v -- 1S` from wells
\.ti/c..w-oVT �o from bags.
u by:�� Treatment area - from lakes , . streoom Ap
. NOTE:Power supply and switches must be located in a
Treatment area 2(-2__ from property lines weather proof enclosure outside the pumping chamber and manhole
MRrat-lo &S .,,..n ti-" _O6'.from wells
eAceriLL_ a0 'from b!dgs.
,i..... ` 10 ' from trees SOIL BORING ELEVATIONS
I r;-11---1 c I I
Amin. ` TH.a I EL.--Nv 'clrl '(o-cw).l.
- i __1deo.si Iy grade LI % TH.`2 EL .-744:1-
Tank 1 Tank : 1 - NS.- TH"3EL.- _-
Drop to Tank PRESSURE DISTRIBUTION MOUND SYSTEM TH 4 EL.-'7g).
Min. Ill to 8,
Pumping
TH.`5 EL--/goP.)
4.
Ma x.1, to 4. Y-- -- P -VU`LS S\-'+'A\-k_--o(.3,) Chamber ELEVATION at PROPOSED PUMPING
-4'.to 6"dia.pipe CHAMBER-90 1--v-,v, RIrn-v' '19.4.4?
ovos -00-7 oc-"f,t-tu."4 ,50.0
SYSTEM DESIGN -MOUND r 1 t-o _ -1..Qv-._1_05.0
TYPE- , 3 BEDROOM , Average percolation rote 4•Li min./inch (design.83sq.ft treatment area per gal. of daily sewage flow) .
1-1-SO gal./day x.83sq.ft/gal. 3c)3 sq.ft.of treatment area +I0% = tit 0 sq.ft. (= 10ft.width=31_ft.length of bed area+side slope run 9 to I x 3•`1 height= -ft.x �9 ft.Iawn-area needed)
Clean rock needed- y)U sq.ft.treatment area x J-o(1 depth of rock= I-130_cu.ft- -27= 11,0 cu.yds.(3/4110 2l/x. dia. ,includes 2 of rock above pipe) /
Go4.4" topsoil 6�1 `1-2 cu.yd. AVS• SAt- z, 4�P'fu - J. 9
c v Ash Clean sand fill below rock needed I y D cv.yds. approx. sandy loam back fill ar.yds.approx., 4�D
>LEtArn ��__-Co coo.�o�o -co -COQ Sots Fol- tR_4� .��Ag-�3oP� 5`d
Number of tanks required , I st tank /000 got. , 2nd conk/D00 gal.minirrxms s P I-i m Pt N 13 ��-Am PE 9-
Pumping chamber capacity- 25°/a of daily sewage flow of gal.= )I� gal.+ reserve storage of 15 0 gz 1/B 6 got.+pipe bock drainage— PROPERTY OF L01. SD S-! Ge 9AS`S
of I gal./IOOlin.ft.of a, +dia. supply pipe, lin.ft.needed )`Is , a,`-) golf manifold 1'4 gal./IOOtinftof_ _''dia.pipe,In.ft.needed I) , gal, t_oT a `.31-Y- 1.- -RA>,tr»a� F
total capacity needed S tS q gal.(plus area for pump) uS E rill n. /000 ga 1.co,f_ M"� i'�'o`er S -a.'-� t B
Distribution pipe )1/D--dia. , I I O lin.ft., 1)4 'dia. perforations.3_1•_.“apart 07( m n �3-4
Pump size I)a--. hp. (pumpable capacity )3"g gal. 4cycles/day) US�-0, aO ' H .-rao Pg-- s,..s .D-Q-NS��fl --- 3 1 cyqli Int n. __ S-PTESTN//G' IC
Note : When constructing bed -.- , this area should be shoped Note: Distance from treatment orea to neighboring wells— Designed By: %`' 0 , e `�'_`
to divert run-off from entering treotment area. 1---07.--- Pel - --11-1 �io' J00Dote :a/a./crl , PH. 612-497-3566
` MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW EstlrnMed Sewage Flow In Gallons pa Day(gpd)
Estimated `-1,0 gpd Number
° Type I Type 11 Type III Type ry
or measured - x 1.5 = - gpd. Bedrooms
2 300 22.5 180 ro.
3 450 300 218 •1
B. SEPTIC TANK LIQUID VOLUMES 4 600 375 256
5 750 450 294
-JO 0 0 gallons 6 900 525 332 'k
7 1050 600 370 ,dm.
8 1200 675 408
C. SOILS (refer to site evaluation) M•+ I ►I--
1. Depth to restricting layer= oro ,a,a ico 3o Inches 8 c„r,, ,,,�,,
2. Depth of percolation tests = ► 'S inches
3. Percolation rate y• t., mpi 2 or ka4 7S0 ' "5
3 or 4 1,000 1,500
4. Land slope V % ser 6 1,5013 2.250
7 a E 2,000 3.000
over 9 Sim fig.C-6 (r IS)
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer:A x 0.83 = '
tiS0 . gpd x 0.83 sq. ft./gpd = 3�3,sq. ft:-}) `\10a
2. Select width of rock layer (10 feet or less) = /D ft.
3. Length of rock layer = area+width = Rock Bed
o sq. ft. + /0 ft. = 1--1 / ft. 77:3:747.355.7575733577*.
•,•,•�.
y ;.r•r
�•r•r•r•r•r•r �•�? .r�r.r•r•r•iyyidth 510 ft.
;•r•r•r•S•{r r; Rr•r•r•r•�
P•,.,•�.,,•wt •{{sus, 1
r r•r:r.r.r•�rsr_•�r.�r.r•�•r�1
E. ROCK VOLUME I Length --I
1. Multiply rock area by rock depth to get cubic feet of rock;
H i 0 sq. ft. x/.os' ft. = 430 cu. ft.
2. Divide cu. ft.by 27 cu. ft:/cu. yd. to get cubic yards;
430 cu. ft. +27= /J0 cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
/i cu. yd. x 1.4 ton/cu. yd. = a k tons.
F. ADSORPTION WIDTH z_k...+ 04-01
Absorption wlel h S1zL,�Lbk
1• Percolation rate in top 12 inches of soil is '-).Je mpi Percolation Rare can... tor r
Minutes per incl, Soil Texture ,•r ''.
„
I.. .:•E.,
2. Select allowable soil loading rate from table; Faster than 0.1 Coarse Sand 1.20 1.00
•4 S gpd/ft2 0.1 to 5 Sand 1.20 1.00
0.1 to 5 Fine Sand" 0.60 2.00
6 to 15 Sandy Loam 0.79 1.52
3. Calculate adsorption width ratio bydividingrock layer 16 to 30 Loam 0.60 2.00
rP Y 31 to 45 Silt Loam 050 2.40
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 46 to 60 ClayLoam0.45 2.67
61 3.00
1.20 gpd/ft2+ rt--).Sgpd/ft2 = .1,V)) . Slower than 120 O 120 lay - -
•'Soil hav4n6 50%a more at fax or very fine sand
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
D•L? x /0 ft= )-(0.9 ft
G. DOWNSLOPE !�WIDTH •
1. If landslope iso d more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
�c ) ft- Jo 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.a, feet
b. Multiply rock layer width by landslope , I rent cover
to determine drop in elevation; t toot•Ro .ed
Slope Difference sspsrstioo .L feet
/C� X `f %1100 = , feet Slope Difference _� et
Upslope WIMP
C. Add depth of clean sand for separation (2a) �L-feet
P P Rock sed Width
at upslope edge,depth of rock layer(1 foot) to depth of to rest Downslope Width
cover(1 foot) to find the mound height at the upslope edge -1-2_feet
of rock layer;
1... . ft+ lft+ lft= 3. . feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3.4 S .
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: 2,4S x 3.-), = t) feet
f. Add depth of clean sand for slope difference (2b) at
downslope edge, to the mound height at the upslope edge
of rock layer (2c) to find the downslope height;
3,1_ ft+ . 9 ft= 3,to feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of 4.ri c. .
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 14.i x 3,L = ► feet
i. Compare the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width; - L3
7>
feet
•::.st:
D D
.vh•.
.•,is ii:5i:}:%:}�'3#:�<Siii::SiiSiin:�'+.;:'r:7.: is<yi%%$i`:�i:�''%:
Q 'rf'v�r :r:YYi'•4}:'::'<j:i.:.::i• Yi:;:yii4Yiv.::
_LL rest .;4f,:;i<;xt::a::.:: ::.,s4..t.•.:.iY:•::4:::::YYYS:: ;};>:::;:oY;:
'. Total mound width is the sum o :.:..:�::`. .....................
upslope dike (G.2e) width plus rock
,......„4„:..,.. .
.; f,;{w, . Y
sp•:o�e.o•`Width
iS .•
•: . :
•Y.i.
< y: >�>;;:;:
:
•: . . . toc rest ' '
layer width (D.2)plus o uJ� -wfeleuttn ; ; uo�o•wfes
tt
n
downslopedike width(G.2i); - 4#3% yati iiO � I�;, :OY YY:id y: :<
Y :Y4f : ; ':
11 ft+ Joft+ 17ft - feet o 5ii : a . o:::.YY4 . :.::}} : .;:iiii::ii : : % :
k Total moundlengthis thes0 ...... .. } :.; ` wn• o . 0 i"zt? >
rest
upslope ;,k....;,,..:::•.::4.• 44.,..:}4:::.•::x:.,..:<r..::...:;:iis':>:.::•::::v.::..::,:::.::<isi:: :::s:4:.;::ir:>:<i:::;
•:`•:C.a:}}:<;4::•Y:.}R{4'�tr't:. ::.:4x<:::Y:;d:•>YYY:4::•5::4 Y::.>}::iY:z Y•::4:,:.YY:Y:}o}.;..ii:Y:
dike width G.2e plus rock layer ...i:.:,:..::,�::::.:.�:::.:,.;':.}'.Y::...:.::::::..:::...
•::.4:r::::Y•::::i:::x<:. ..;>..:.::ii ii:.::•:::::.Y::i,..:::'::iR;:i::is::iS::i::i:::i:.;;:5::::,;:Y:
ligeggEraiilength (D.3)plus upslope dike width (G.2e); «.:4i::!•i:•Y:•:Y}:.};::.<;}: ::.� :.>. .:.:;:.}::.::.:.: . >:i: .;.<:.
V .:4:•}:?•:•i:••Y:•}}i:•i:•ri•}:::•/:>::::}•::}:i:i:{:S:r}}:1YiiYi:v%•i::Sriii:4}::iYiii:::��:$'
:ti>.:h:�i.y{:.
...Y.}:4:•:•Y:4:4:4i:L:4:}}'•:/x::•:::::::::;.}•::.i'.i'�:.i}i}i::::.;:.:'4fLniii}iii:C::4i:
feet ............... ......
+ ft <<:
ft+ ft t (0 3 _
/ + 1 'r" I / / J _ ;-
Total Length
Downslope Upslope
3:1 4:1 5:1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1
%dope
0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8D
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 5.56 6.82 8.14 2.83 3.70 454 5.36 6.14 6.90
3 528 732 8.86 275 357 43$ 5.08 5.79 6.15
3,41 l7C b J 7.89 9.72 168 G&4S.) 4.17 4.84 5.46 6.06
5 353 5.00 1.57 1027 2.61 3.33 4.00 4.62 5.19 571
6 3.66 5.26 7.14 9.38 12.07 254 321 3.85 4.41 4.93 5.41
7 3.30 5.56 7.69 10.34 1323 2.48 3.12 3.70 4.23 4.70 5.13
8 3.95 5.813 8.33 1154 15.91 2.42 3.03 357 4.05 4.49 428
9 4.11 6.25 9.09 13.04 18.92 236 2.94 3.45 3.90 4.30 4.65
10 419 667 10.0 15.00 23.33 2.31 2.86 333 3.75 4.12 4.44
11 4.48 7.14 11.11 17.65 30.43 226 2.78 313 3.61 3.95 4.26
12 4.69 7.69 1250 21.43 4375 221 2.70 3.12 3.49 310 4.08
F-17
PUMP SELECTION PROCEDURE
E)D PERFORATION co- A PERFORATED LATERAL
A. Determine pump capacity: 0...Com
Gravity Distribution L ��<
1. Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of •., �,"r N GMMr,Y.rad K'„
water use rate. .,�.. s.r.I. .d,.,..1:Mir:r„w www
•M,.,«n..,..owl
2. Maximum suggested for delivery to a drop box of a home system is 2,700 a ■.1rr..�. ►-M��w�0""""..., ",
.,M G.o !.r Too
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. '.,,. A Ly,1 ,2•,.
.I 11.11 l.,.r
o-M1L ^
Pressure Distibution • 0..1.,. 0-Mho-rimed 1 1, .1
MSM-.
3.a. Select number of perforated laterals 3
..
b. Select perforation spacing= 3 feet. 4OrN""'""^°ori7'°-"M
wows.MOM fend lo,.,
c. Subtract 2 ft.from the rock layer length.
Rock 6 2 ft.= 3' • feet.
d. Determine the number of spaces between perforations.
Length perf.spacing=.2_ ,.ft.+.3_ft.=_'_spaces Required Perforation Discharge
e. L-/-, spaces+1 = P.1 perforations/lateral in gallons per minute(gpm)
f. Multiply perforations per lateral bby umber of laterals to Marge 7S2""1
i Ind.get total number of perforations. ,,idr�,, x Q, perf
, ,= ' perforations. (feet)
g. 4, x ,..t= _gpm.
1.Oa 0.56 0.74
SELECTED PUMP CAPACITY 3 I gpm 2.Ob 0.80 1.04
B.Determine head requirements:
a. Use for single family homes
1. Elevation difference between pump and point of discharge. b. Use for all other applications
)a feet
2. If pumping to a pressure distribution system,five feet for pressure
required at manifold if gravity system,zero.
,S.-- feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. Pipe Length
Read friction loss in feet per 100 feet from table.
Point of Dischari
F.L.= I. is ft./100 ft of pipe ---,K_,b. Determine total pipe length from pump to discharge : ""
Elevation Difference
point. Add 25 percent to pipe length for fitting Pum _'7-,y,
loss,or use a fitting loss chart. Equivalent pipe p
length-1.25 times pipe length=
/ Li '-- x 1.25 = i 1) feet F-18b
1.5 inch 2.0 inch 3.0 inch
c. Calculate total friction loss by multiplying gpm Friction loss per toonol'pm
friction loss in ft/100 ft by equivalent pipe length.
10 0.69 0.20
Total friction loss= 1- 1. x 1V/ +100= 3 feet 12 0.96 0.28
4. Total head required is the sum of elevation difference, 14 1.28 0.38
special head requirements,and total friction loss. 16 1.63 0.48
18 2.03 0.60
20 2.47 0.73 0.11
1 oL + S .
+ -3 25 3.73 1.11 0.16
(1) (2) (3c) 34__ 5.23 1.55 0.23
35 7.90 2.06 0.30
40 11.07 2.64 0.39
TOTAL HEAD �0 feet 45 14.73 3.28 0.48
50 3.99 0.58
55 4.76 0.70
C. Pump selection 60 5.60 0.82
1. A pump must be selected to deliver at least
3/ gpm (Step A) with at least 0 feet of total head (Step B).
L-13
CERTIFICATION # 00627 Logs of Soil Borings
Location or Project Lot 2 , Block 1, Wear Partnership
Borings •made by S-P Testin• Inc. Steve Schirmers Date 9-16-87
Classifiction System: AASHO 2 ; 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 983 . 5 feet Surface elevation 984 . 2
0 -
Topsoil very dark bray Topsoil very dark gray loam
0 = 10" loam
1 - Dark 10" - 1' 2" grayloam 1 - 0 - 1 '
k bb Dark gray loam
DardTay, 112" 1-1/2:' Ibramn 1 ' - 1' 8"
1'1C"-mottlingBrown la
2 - 1-1/2 ' - 2 boa 2 - Da ay 1 , 8" - 2 , 2" brimm
Olive b±own clay loam 2-1/2 ' - nottling 2 , 2" - 2 ' 8"ciia°ywnloam
2 ' ' - 3 ' _
3 „. 3 Olive brown clay
Rusty gray brown sandy
clay loam, loam to loam
3 ' -
4 - 4 - 2 ' 8" - 4 ' 2"
Rusty gray silty loam
5 - 5 - Rusty gray silty loam
6 -
3 ' 10" 6 ! 6 - 4 ' 2" - 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 feet of depth,
hoursafter ,boring. hours after boring.
Not present 'in hole , X .., ;, Not present in hole, X •
•
Mottled soil : Mottled soil :
Observed at. 1'10" feet. of depth: Observed at 2-1/2 ' feet of depth.
Not present in hole Not present in hole
Comments: Comments :
L-13
CF�TIFICATION # 00627 Logs of Soil Borings •
Location or Project Lot 2 , Block 1, Wear Partnership
Borings made by S-P Testing, Inc. Steve Schirmers Date 9-16-87
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 982 . 5 feet Surface elevation 981. 5
0 - 0 -
Topsoil very dark Topsoil very dark gray loam
gray loam 0 - 1 '
1 - 1 -
0 - 1-1/2 ' Dark 1 ' 1 ' 4" grmamlay
Dark gray loam to clay loam 1 ' 8"-mottling Brown clay
2 - 2 ' 4"-mottling 2 -
1 ' 4" - 2 ' loam
1-1/2 ' - 2-1/2 ' Olive brown silty clay loam
own
Dray b 2-1/2 ' - 2 ' 10" Yioam 2 ' - 3 '
3 - O1 ' ve b own 3 -
c}ay 2 ' 10" .- 3 ' 2" foam Gray brown silty loam
3 ' - 3-1/2 '
Gray silty clay loam
4 - 4 -
3 ' 2" - 4-1/2 ' Olive brown loam
5 - Gray. silty loam 5 -
6 - 4-1/2 ' - 6 ' 6 - 3-1/2 ' - 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 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 ' 4:" feet of depth. Observed at 1 ' 8" feet of depth.
Not present in hole Not present in hole
Comments: Comments :
L-13
, CEPTIFICATION # 00627 Logs of Soil Borings
Location or Project Lot 2 , Block 1, Wear Partnership
Borings made by S-P Testing, Inc. Steve Schirmers Date 9-16-87
Clessif-iction 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 980 . 9 feet Surface elevation 981 . 6
Topsoil dark gray loam 0 Topsoil very dark gray loam
0 - 6"
Dark gray clay loam 0 - 10"
1 - 1- 1 ' 2" 1 - Dark gray loam
10" - 1' 4"
Gray brown clay loam Brown clay, 4" - 1 ' 10"-mottliag
2 - 2 -
1 ' 2" - 2 ' 4" Gray brown clay loam
Gray brown silty clay loam
3 - 3 -
1 ' 10" - 3 ' 2"
2 ' 4" - 3 ' 4"
Rusty brown silty loam
4 - 4 - Rusty gray silty loam
3 ' 4" - 4-1/2 ' w/traces of sand
5 _ Rusty brown loam 5
6 - 4-1/2 ' - 6 ' 6 - 3 ' 2" - 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 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' 4" Observed at 1 ' 10" feet of depth.
feet of depth.
Not present in hole Not present in hole .
Comments : Comments :
PERCOLATION TEST DATA SHEET
Percolation test readings made by Steven B.: S ch i r mer s 9- 7—87 starting at 8 : 25
WIMP
(ewe)
Lot2 , Blk. 1 , Wear Partnership 1 9-16-87
Test hole location ,.Hole number ,Date hole was prepared
Depth of hole bottom_ 18 inches,Diameter of hole 6 inches
Soil data from test hole: •
•
Depth,inches Soil texture
0 — 10" ,Topsoil very dark gray loam
10" — 14" Dark gray loam
14" — 18" • Dark gray brown clay loam
•
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
1 . 00p.m.
Date and hour of initial water filling 9-16-8 7 ,Depth of initial water filling 12 inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours
Automatic siphon
,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
8 : 15 prefill 6
8 : 25 8; 40 . 2-1/4 6 . 7 15 min
8 : 51 9 : 06 , 2-3/16 6 . 9 "
9 : 07 9 . 22 II• "
•
•
' .
Percolation rate = 6. 8 minutes per inch. xr
•
•
• PERCOLATION TEST DATA SHEET
a.m.
Percolation test readings made by Steven B. Schirmers on_9-17—8 7 starting at 8 : 26 p.m.
(dmr/
Lot2 ,Blk. 1, Wear Partnership 2 9-16-87
Test hole location ,Hole number ,Date hole was prepared
Depth of hole bottom 18 inches,Diameter of hole 6 inches
Soil data from test hole: •
•
Depth, inches Soil texture
0 - 12" Topsoil very dark gray loam
12" - 18" Dark gray loam
Method of scratching sidewall K n i '
Depth of gravel in bottom of hole 2 inches
9-16-87 1 . 00p.m. 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
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
8 : 15 prefill 6
8 : 26 8 : 41 4-1/ 2 3 . 3 15 min
8 : 50 9 : 05 " 4-5/16 3 . 5 " II
9 : 08 9 : 23 4-3/16 3 . 6•
"
•
Percolation rate = 3 • 5 minutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by Steven B. Schirmers • _n11_1:17-87 starting at 8 : 27
4111,
(date)
Test hole location Lot 2,B l k.1.,Wear Partner;11th Dumber 3 ,Date hole was prepared 9-1 6—87
Depth of hole bottom18 inches,Diameter of hole 6
_ inches
Soil data from test hole: •
Depth,inches • Soil texture
0 — 18" • Topsoil very dark gray loam
Method of scratching sidewall : Knife
Depth of gravel in bottom of hole 2 inches
1 : 00p.m.
Date and hour of initial water filling 9—16-8'7 ,Depth of initial water filling 12 inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
,Maximum water depth above hole bottom during test 6 inches
Time e,. ,, + Percolation
Time interval,;. Measurement, Drop in water rate, Remarks
minutes • inches level,inches minutes per
inch
8 : 15 prefill 6
8 : 27 8 : 42 5-3/ 8 2 . 8 15 min
8 : 49 9 : 04 5 3 . 0 it "
9 : 09 9 : 24 4-7/ 8 3 . 1 "
•
Percolation rate =I 3 ' 0 minutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by Steven B. Schirmers on 9-17-87 starting at 8 : 28
Test hole location_Lo t 2 ,B l k. 1,W e a r P a r t n e r HNi Irltmber 4 , Date hole was prepared 9-16-87
Depth of hole bottom_ 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 - 12" Topsoil very dark gray loam
12" - 16" Dark gray clay loam
16" - 18" Brown clay loam
Method of scratching sidewall Knif e
Depth of gravel in bottom of hole 2 ' inches
1 : 00p.m.
Date and hour of initial water filling 9-16—° ' ,Depth of initial water filling 12 inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
,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
8 : 15 prefill 6
8 : 28 8 : 43 3-1/2 4 . 3 15 min
8 : 48 9 : 03 " " " " "
9 : 10 9 : 25 " " " " "
•
•
•
•
Percolation rate = 4 • 3 minutes per inch.
•
•
•
PERCOLATION TEST•DATA SHEET
•
Percolation test readings made by .Steven B. Schirmers nn__9-17-87 starting at 8 : 29 p.m.
(ear)
Lot2 ,B1k. 1,Wear Partnership 5 9-16-87
Test hole location_ ,Fiore number , Date hole was prepared
Depth of hole bottom 18 —inches,Diameter of hole 6 inches
Soil data from test hole: .
Depth, inches Soil texture
0 — 6" • Topsoil dark gray loam
6" — 14" Dark gray clay loam
•
14" — 18" Gray brown clay loam
•
Method of scratching sidewall • Knife
Depth of gravel in bottom of hgle 2 inches
Date and hour of initial water filling 9-16-0 7 ,De1 Depth of initial water filling 12 inches above hole bottom
Method used to maintain at lea$t 12 inches of water depth in hole for at least 4 hours A u t nma t i c- s i nh m
,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
8 : 15 prefill • 6
8 : 29 8 : 44 " 2-112 6 . 0 15 min
8 : 47 9 : 02 " 2-7/16 6 . 2 " "
9 : 11 9 : 26 " "
Percolation rate = 6 . 1 minutes per inch: r,.
4
PERCOLATION TEST DATA SHEET
Steven B. Schirmers 9-17-87 8 : 30 4111110
Percolation test readings made by on_ starting at . .
(dare)
Test hole locationLot2 ,B1k. 1,Wear Partners nem number io 6 ,Dateholewasprepared 9-16-87
18 • 6
Depth of hole bottom... inches,Diameter of hole inches
Soil data from test hole:
Depth,inches • Soil texture
0 — 10" Topsoil very dark gray loam
10" — 16" Dark gray loam
16" — 18" Brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
9-16-87 1: Q0Q.m. 12
Date and hour of initial water filling p 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
8 : 15 prefill 6
8 : 30 8 : 45 4-1/4 3 . 5 15 min
8 : 46 9 : 01 4 3 . 8 "
9 : 12 9 : 27 II3-13/16 3 . 9 "
•
•
•
•
Percolation rate = 3 . 7 •minutes per inch.
PERFORATED LOAMY SAND CAP •
LATERALS LAYER OFABRICTEXTILE PERFORATED LATERAL
`t`"••r--cam .��';�^•-�^, GRASS COVER 6 INCHES , ii
SANDY LOAM SOIL ' - ''"•:0v;? .. TOPSOIL
•' • , . ;` /1 r•'^• CLEAN SAND FILL _
moi: •':�/ ;:�; MAXIMUM SLOP
�' y'• 3 TO I111111101111166b-- •-• .
LAYER OF GEOTEXTILE ' �� }�' CLEAN ROCK a'
FABRIC OR 4 INCHES OFA / ;' TOPSOIL �/a TO 2M/Z INCHES
HAY COVERED BY / , /' �� DISKED PLOWED SURFACE %,�>. 6 SLC
BUILDING PAPER ?' f/ / / suesolL
1/ OR 2" .,;:#;u �� l�•�/ CROSS SECTION A-A
PIPE FROM PUMP-‘r,-,•1:° , ���/ /• l
PIPE FROM
3/ 21/ + •,'+ �' ' /.�' ' . ... l� ,/ PUMPING CHAMBER
CLEAN ROCK �� i' i,' .....,j ./
DIVERSION FOR
,' •/,' ./././/,'
/ J• SURFACE WATER • w
6+ TOPSOIL %" ,!� ' Y ' /i
/1
fni�.f /.i r-.- - -
3 . ' PERFORATED
- .`/ r9'/ i'• MQk ' s • LATERALS
EAE • :
,*rSA D N 16• �!);ri '' ki x
FILL SOD . _ rv-Sk-^ :1BED AREA 0
'
6ROkLLNYER i"�` ` -----� W •
.—
BARRAIFRRAL :.. .. •
* w w m • Q
LAYER ~^ — — I z z — i
--
LAYOUT OF PERFORATED PIPE LATERALS FORINET vv r INCHES —
PRESSURE DISTRIBUTION IN MOUND --. I •
I—— — —t
•
6.
___..
DIKE ' —DIKE
PERFORATED PLASTIC PIPE v 10 MAXFEE.T
' TOTAL WIDTH
PERFORATIONS SPACED 36• N pALlNG 1 . .
END ON CENTER. PERFORATION pER fORAr�� I •
VIEW
SIZE MAY BE /ic: '/� j6.. PLAN VIEW
......./
2. /� END PERFORATION OF A PERFORATED LATERAL
PIPE .-
Gross Cover
PERFORATIONS ON BOTTOM OF 'OW' - 1
PLASTIC PIPE
yTopsoil' tk\,
O•• r= \ - _ / {L,payyer of G.of.atlb Fabric for four-
``` ��� '`% - (ALTERNATE LOCATION Sand Layer. Inch Io yr.f hal a prow cowed
•with re• rosin pope()
OF PIPE FROM PUMPI
7:42741777-1171791.11111.11'
Y7l'lTrur i ri���. r
Perla lion Drilled Horizontal!
•
Into C•p Near Top
END CAP /0% / C •'3/i Plus I»--_` At Leos) IY to Edo.
'JCR
A \ ,o n Feld Roc ,• •._ . of Rod Layer
�/ -PMIorJlof LowHd of
/ FORA
2 PIPE FROM Clean Sand Layee Bottom of Lotool
� pER PUMPING CHAMBER
fN OF �.�.-� #.
\ (,ENG L Original Soil Properly Scarified
/ Before Placing Sand Layer
F-8
REDWOOD, CEDAR OR
WATER TIGHT a LOCKABLE ELECTRIC BOX--,,, TREATED POST (4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS g /`-ALL ELECTRIC CONNECTIONS MADE
INSIDE BOX
2" PVC CONDUIT SCHEDULE 80 6"SPACE LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED B LOCKED SETTLEMENT
SEALED MANHOLE RINGS .FINAL GRADE
______-1: g\/ lig iii rAT LEAST 12"
I1/ BELOW GRADE
tUNK)N� , -► WIRE FROM POWER SUPPLY
i PIPE IS LAID ON A UNIFORM SLOPE FROM
til MPPOAEIDUPAITOAKIL TREATMENT AREA
SEALED TANK COVER
it
L IF PIPE AT TANK MUST BE LOWER THAN
' UNION. TO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN ..1!I A �/4 INCH WEEP HOLE MUST DE USED
WITH ANCHOR — WEEP HOLE
ALARM FLOAT ON SEPARATE •j
ELECTRICAL CIRCUIT •',
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
SIART 4�FVEL..9_— Al_. � MUST NOT RUN OVER ANY TANKS BUT
T MUST BE LAID BESIDE OTHER TANKS
3"--`‘ j' AND MUST BE PLACED IN CONDUIT
ALONG POST
_SHUT-Q)=F_LEL/EL,_Q__ ELECTRICAL CORDS FROM PUMP AND
•
FLOATS MUST BE RUN THROUGH
to CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT CONTACT.
0OO
Figure F-8
METAL
COVE .01 '
, *- -*k` C--------D --r-: 4- .24 " liaP141* sk
-TA ktini'<r- ''-' '':
.t_.•
A I..let A
-
CONCRETE + •
MANHOLE +'�-----
RING
METHODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figure C-14
VERTICAL SIDEWALL SEPTIC T IK
,,i-.--FINISHED GRADE
-AT LEAST 7.1__L_., 6"TO 12" SOIL AT LEAST
I.. 4" DIA. I -COVER 4" DIA.----.,`
MIN.I FAT LEAST I' AT LEAST I" 1
• A DIMENSIONS FOR_TANKS WITH VERTICAL SIDES A
"7 WIDTH. W 24" MINIMUM •( t
LENGTH, L_ 2 TO 3 TIMES THE WIDTH
DIAMETER 60" MINIMUM _ _
�� DEPTH, 0 30" MINIMUM; 78" MAXIMUM C
-A _0.2 D _
r - AT LEAST 8 6" MINIMUM• 0.2 D MAXIMUM -- 6«
3.. C 0.4 D
--- ------- ----AT LEAST 4 FEET-- -- -^
NUIES:
I. SAT./ONLY l ECS AT is AS T A INCI IES IN DIAIAE 1 F.11 I. 1.14/11101E COVERS SI NLI.11E.LOCATED WIII IN 12 INCHES.
2. 111ERE SI TAI L UC ONE OR IA011E MN SOUS.20•(FAST IF TIE MANI KXE 1S WITI W 61K INCI E S OF 111C SUNY ACE .
()I44J +DNN1DLOCAT FD wi II 6 FEET OF ALL TNM 11E COVERI.&IS(LIE SEGUED TONIEVWII ACCESS. �.
• WALLS 5. SCrNUl ON DISTANCE BETWEEN END OF INLET rim ANU
3. AN II/SPEC TICK PIrE OF AT LEAS 1 4 Nl:1IES DIAN/11 EI1 NEAfIE ST POINT ON DAIFLE WALL TIE NO LESS'MAN 6 NG IES
ORA MAH IDLE SI TAIL RE lOCA1 ED OVER 001H 111E ET1NL CO HO MDRE THAN 12 NCI ES.
NK)CU1lEI DEVICLS.THE CEIIIEJTLNE OF 11 r:IVISI'EC101I 6. Fon 11016ZON I AL CYL11401'C-J.1ANKS DIMENSION MS 0.150
PIPES SHALL DE THE SAA4'AS 11E CONI in I INE OF THE AND DII.F.NSION C IS 0.350. 4
1.
DN F LE CN'CNNOS 011 SNIT I N TY ICES.A 11000 INS1•EC 1 ON
MIT MUST RE LOCAI EU BE 1 WCEN THE MEI AHO Mill ET •
DAT FLES. '—
?PENCIL
A / MARKS
mom 20«
>I, MANHOLE �� y Sr
` 9
_ I�r:
INLET �1 .1! : ��• +• II , • OUTLET
Ir. ! •; -';OUTLET LEVEL }'s I • •r.' Y
• _.__ SCUM CLEAR SPACE_= '_J';