HomeMy WebLinkAboutSeptic System Approval :.
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CITY OF ORONO Permit #
SEPTIC SYSTEM APPROVAL Fee $
Entered By
The General Contractor will be given a copy of this report and is
responsible for its distribution
distribIItto ntdc system
design is not considered as app=odunlessthis sheet is attached.
LOCATION: //�. 11
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.
7�d • 4:SAL CONTRACTOR:
PHONE:
SEPTIC CONTRACTOR:
OWNER: C44,4JL L-16 41 L„
ile.ApPROVED
CONDITIONALLY APPROVED: Note Changes Below
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NOTICE TO INSTALLERS: Any changes to the approved forn in pec and pec sm24us h ave
ve
prior approval of the Inspector (473-7357).
in advance.
ICE TO GENERAL CONTRACTORS: Drainfield sites must be protected prior to
i _Non of the OT
and after system installation to avoid compaction rat is natural
ver soil.
Drainfield areas must be fenced off to eliminate
a7 - 31 -9 v A-
Date Approved By
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• 1 1
S-P TESTING, INC.
- 951 KATYDID LANE
ST. MICHAEL, MN 55376 �o,,oc�
497-3566 Q n
STEVE SHIRMERS �� ��
June 8 , 1 7
John McDowell
Lot 2 , Block 1 .Z 6 1990
Woodhill � �-
Orono, Henn. Co. , MN.
This system is designed for a Type 1, five bedroom home and in accordance
with the Minnesota Pollution Control Agency standards WPC 40 and local
ordinances .
The soils on this site are typical of SCS soils mapped - KkC - Kilkenny loam.
A seasonally high water table was located at 20" , 28" , 30" , 50" & 54" ,
(mottling) . Due to the seasonally high water table, a pressurized mound
system will need to be installed. The bottom of the rock bed must be lo-
cated at least 3 ' above the seasonally high water table.
The soils at a depth of 18" have a percolation rate averaging 16 .3 min/inch
and are adequate for treating septic effluent.
A pumping chamber will need to be installed to lift the effluent to the
mound system.
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.
it,
The power supply and switches must be located outside the manhole and pump-
ing chamber in a weather proof enclosure. A warning device must be in-
stalled 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 more than 100 ' away from the proposed
treatment area. .�
Keep all heavy equipment off of the proposed treatment area before and after
construction as much as possible. The treatment area should be marked off
before construction.
With proper installation and maintenance, this system should have no problem
in treating septic effluent effectively.
It is recommended that the septic tanks be pumped every 2 years.
Soil and Percolation Tests
• Septic System Design Steven B. Schirmers
SBS/ds
C _
. . • - •-•.:.\ - :7,:'- 1
t e' rpt .c,v S . �4C_ 17,e-c2. _
t +.� '
9gy.o - --
ft..-N1-1. ���../ ,- -f -To i c4v�- _ 4 19 _ -. .
'
SET- BACKS 1' + /0' I L sil . K1 • - ' t
_ HOUSE_ _ System must be: -
Tank from property lines ?_- S ..-e_---< _c___)-3, ��� _14 N._ t.,.-)voTn-lr
\--N,- 1301-S .,1 --‘"\--- .% from wells
?a f ram Bldgs.
_IN: . __ Treatment area —1 from lakes, 2.-t-
- sW# �
Treatment area �0 1 from property line :41-14.11.. NOTE: Power supply and switches must be located in a
MA;U�f0�5 mAx.t�'-«" �'from wells weather proof enclosure outside the pumping chamber and manhole _
13AGerttt— �Q-:from bIdgs. - -
r -, from trees t �� X11 SOIL BORING ELEVATIONS
�— min. ? r I TH s1
1� EL.-221j --11-11%.= 9`� ./
"dna.suPP�Y EL.
grade _% TH�2 -�9e,/
/ Tank Tank T TN. 3 EL:�y•s
Drop to Tank PRESSURE DISTRIBUTION MOUND SYSTEM TH"4 EL-��.9
•Min. l"to 8' Pumping TH7 5 EL.-=--3
L•3
•
IMax.l"too' Y.-r P T 1-aY-S SHOA�L0c1J Chamber ELEVATION al PROPOSED PUMPING
CHAMBER-crt')�.Qevo,.Ft -9c.c..o
4 to 6"dio.pipe m.si .- 0-i,' -ZLNe._- 9 g 4.0---
SYSTEM DESIGN -MOUND • '1 5 Q - - *:1161.•a - -
TYPE-_., BEDROOM , Average percolation rate 1G,,' min./inch (design.83 sq.ft treatment area per got. of daily sewage flow)
7.'0 gel./day x.83sq.ft/gol.b�a sq.ft.of treatment area +10% _ :,`V4 sq.ft. (4- 10ft.width=�q ft.length of bed area+side slope run Lto I XII.height= ' ._N.x`11.ft.lawn•area needed) .
Clean rock needed- 4 sq.ft.treatment area x L.9..., _depth of rock='?I? cu.ft=27= V) a.yds(3/4"to 2 V2'dia. ,includes 2"of rock above pipe) i 1
4.4"'s - Clean sand fill below rock needed /(Q cu.yds. approx. , sandy loam back fill ab' myth.approx., topsoil 6"_I_Gu.yd. Avg- Sco•-k- ac- a • i. 1k_t�lAsttscO' �Ml,%.4.10 "'Co AACM, -.0O 10 TO TOY SoN%--Cc•� 1�gT- �3 _ St_e).2 7L} c.,.(a_^to :j
ii Number of tanks required_ a , 1st lank 1O°got. , 2nd lank o"o got.minRxrns ?LuS Piaw,QtN 1. GV,a.ni' -?--
i Pumping chamber capacity- 25% of doily sewage flow of ' gal.=./Sd 'ga1+reserve storage of 15 O ga I./BIS got.+pipe bock dranoge— V-- -J\.s --C> ?a.—Lk -49 •
PROPERTY OF: ST4-1c.� '•Sir- 1 t
of 1 gel./t001in.ft.of_2 dia. supply pipe, lin.ft needed /(,-5-, _3_4_ga1.4 manifoldi gdJl001inft of . dia.pipe,Fn.ftneededZ , gal. _a ,is LV,.I wool.44\u_
) total capacity needed 9r)0 gal.(plus oleo for pump) u- rn,Y,. /x.50 04°,1,c...e.-- : • O-01-1,0 r' i n. Ala1..\ Go-
Distribution pipe.L211:60. , 19'' in ft.,_ dia. perforations ala.uapert -
Pump size13i-hp. (purnpabie capacity 2,-D.0 gal. 4cycles/day) U S�--O LI 0 ' H t<'o.o cesso‘sc.�.tgt-i - �9 �g11 wit t n. $-f TE'.S]'IN INC.Note: When constructing bed , this area should be shaped Note: Distance from treatment ono to neighboring wells— Designed By=_ -' -�%4,��
to divert run-off from entering treatment area. la�•A ' .._ -c\-4-A-)4 ? P14. 612-497-3566:
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-1111111141111.
_�F orr -T\-�r� 4 r? oS A • 4, �r
_=-i � Q- Boras'IVOI.-- r7)-1 a i • �,� .+ w1 1�+ _
a� �
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-.-: -: ' . 1 ii:V-4:Yq'osie ,
Li
T" ISS-P - I a-4-`dpi
t ?Urn- . i, , PROPERTY OF: F is - 13 - -,J
1w -SC)? o ° - '- S Percolation. Tests Scale: / = So
- .1Poo..1 = 9`f .Q XSoil Borings 1.0-1- a .IS‘..Y. l c.�tnor)!A\Ll..
0Bench Mark opo,4a wt,n . H y..k4l: co.
t• , - Note This system is to be constructed to meet
• the Minnesota Pollution Control Agency S-P TESTING INC„,Chapter 7080 & Local Ordinance Designed BY -�• C
' = Note Check all underground utilities . Date L�/�/Snq PH.612-497-3566
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW D-7
'---` Estimated ' •,(o gpd (see pages D-7 or I-3,4,5) m '''''t''t"W FLOWS IM ^a Off
WWW4 Vert OF DESIOfJ Z
or measured gpd. =DOOMS t n tEl a
1 700 B! Ib .0%
3 410 700 tis •r
• 700 DH 774 ""r
B. SEPTIC TANK LIQUID VOLUMESr moo 270
gallons (see pages C-3 or C-5) • . m -
W� uaxx3*t_ o Pos C-3
C. SOILS (refer to site evaluation)
{TRIC TANK CANACIT1q, IN GALLONS
1. Depth to restricting layer = -ro 3 O inches I , 'am
,,, a wawa
,
SAL
2. Depth of percolation tests = inches MUMS /7 ,,,,
3. Percolation rate I ..3 mpi ! $a• ISIS IN7
4. Land slope •078 1.N ».7
y % r, 0.7 »» t«•
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
gpd x 0.83 sq. ft./gpd = LDS sq. ft.-- Jou,. = c.•csy
2. Select width of rock layer (10 feet or less) = 10 ft.
3. Length of rock layer = area+width = •
Li sq. ft. + /o ft. = ft. Rock Bed
7.574:75.:5:-"74,17.037.5,747:71-
SIO
f.f.f.f,J.f.f• f.r•l•f•f•1.f1
'''r'f'r ''"f" f'f'jr'f"''j'Width S1O ft
1•ti.11•ti•ti•b•'ti•ti.ti•M1•ti•ti•ti•ti•ti••
,555'555555545.55555455:::::::104
.f•1•f•r•1•f•f.f•f•f•1.1•!.1•
E. ROCK VOLUME ►-- Length
1. Multiply rock area by rock depth to get cubic feet of rock;
sq. ft. x ft. = n ' cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
cu. ft. +27= a' cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
al cu. yd. x 1.4 ton/cu. yd. =2.2_tons.
F. ADSORPTION WIDTH
1. Percolation rate in top 12 inches of soil is ) mpi E-16
2. Select allowable soil loading rate from table on page E-16; IL40-�LOAM*huff CP OILS I•• MOWN
•
gpd/ft2 llomM.. Aftiaalia try-
solo elbeml MOT.
miffmaim
3. Calculate adsorption width ratio by dividing rock layer ""` `"" IA mot
`"r'1
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; ! ,,. .44 CIO 1~
. .,. ..,. -11.41. L.1 I...
1. •I •TO ..N W LM
.1 •14 ..N ..N lM t...
1.20 gpd/ft2+ gpd/ft2= . o . :; •
:: : L;: :»
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
a.o x ft= ao ft -
c-cu
G. DOWNSLOPE DIKE WIDTH
1. If landslope is 3% or more,subtract rock layer width from .
adsorption width to obtain minimum downslope dike toe
_ft- _ft =_ / D ft .
2. Calculate mound height at edge of rock layer on downslope
side; . ;
a. Determine depth of clean sand fill at upslope edge of rock 0COVIll•*oru•••
layer: Separation I, o feet ti''" ' ::�'"`:
b. Multiply rock layer width by landslope to determine drop • -- -
in elevation; Slope Difference • ••••• •I•••w;••a• • •
�
C x___4___%+ 100 = . '-jft . •a••_•
c. Add depth of clean sand depth of clean sand for
separation at downslope edge to depth of rock layer to
depth of•soil backfill to get mound height at downslope
edge of rock layer;
i, Li ,ft + i.o ft+ .s ft+_eft= 7 . y ft - ;
d. Enter table on page E-18 with landslope and downslope
dike ratio. Select dike multiplier of ti . ') L. .
e. Multiply dike multiplier by downslope mound height
to get downslope dike width: 4,-)c,x 3.y = / L, ft
g. Compare the values of step G.1 and Step G.2.f. Select the
greater of the two values as the downslope dike width;
/ c. feet Nock 1.7..width w21
h. Calculate upslope dike width using upslope mound /--
height and upslope dike multiplier from page E-18;
z .o x (= / o ft up.lope dike width w
i. Total mound width is the sum of upslope dike width plus °o"'siop'dLOfeldt w
rock layer width plus downslope dike width;
A.) ft+ 10 ft+ , L ft= . ft
3. If landslope is 2.9 percent or less,basal width includes both the u-�1-'v-- - x �1°
upslope and downslope dike widths. 20 s`OV
a. Calculate downslope dike width using steps G.2.a. a.o'v?st-o , 3.ce oow>,s%-°pc_
through G.2f; feet , 1, i.i.,, a,
b. Calculate upslope dike width using upslope mound
_.........�..... height and dike multiplier from Page E-18; 9 x,1 a x z = 4 I
X ft= ft
r c. Add downslope dike width to upslope dike width to rock ��`" �` ,�
layer width
ft+ ft+ ft = ft ,,
•
. E-18
Downslope tipstope
31 41 51 41 71 31 41 51 41 71 $1
II 0 dap3.0 4.0 5.0 4.0 7D 1.0 4.0 5.0 4.0 7.0 1D ,-----.
1 3D1 4.17 526 434 733 2.91 315 491 541 6.54 7.41
2 3.11 435 5.54 132 114 211 370 434 531 4.14 130
3 3.30 434 511 7.32 311 275 3.57 431 5.05 5.79 445
• 4 341 474_ 11.75_ _ 7.89 719 172 -2.6I__3A5 4.17 411 541 1D6
1 333 /m 147 137 10.77 241 333 - 4213 - 442 539 571
4 344 371 7.14 131 12.07 234 373 343 4.41 433 5.41
7 110 0144 IN 1044 1171 41 1.17 1.10 /I 490 1.11
,:,►a...-. .'',4 ---- '"14H. .:. It4$ 141 1 44 .#-' 1Y.r1 _ A/ 04$ •M 44$ 4 4M
1 4.1! l�! SDI ,. . 1 1U2 .,' SA ... )J +-- 4J0 ,- .... ,44j , ..•wr,'.w
10 4.29 447 10. 1500 2333 231 231 333 3.75 4.12 4.44
11 444 7.14 1111 1746 30.43 2.23 2.73 3.73 313 3.96 424
G"t0
PRESSURE DISTRIBUTION SYSTEM
1. Select number of perforated laterals 3
2. Select perforation spacing = 3 ft.
3. Since perforations should not be placed closer than 1 ft. to
the edge of the rock layer (see p. E-14), subtract 2 ft. from the
rock layer length.
(,,,, Y -2ft. = L, L, ft.
Rock i.ytr la,gth
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round E-17a
down to nearest whole number.
• • a �
'F•L. r•, .: • . ul
Head Perforation diameter(inches)
Length perf. spacing = � ft. + 3 ft. = ,), spaces 7/32 1/4
(3) (2) 1.0a 0.56 0.74
1.5 0.69 0.90
5. Number of perforations is equal to one plus the number of 2.0b 0.80 1.04
perforation spaces . a 0 0.89 1.28
4.0 1.13 1.47
5.0 1.26 1.65
D spaces + 1 = ,D. 3 perforations/lateral aUse 1.0 foot of head for residential systems.
bUse 2.0 feet of head for other establishments
6. Multiply perforations per lateral by number of laterals to
get total number of perforations. E-17b
_, _ a. - w.i.ar..l.ra...l�ri.c�pdari�}tNNW w
perforations. .•di•- `
lateral. x perfs/Iataal= Ch.1) 125 inch 1S inch 2.0 inch
2.5 14 18 28
7. Determine required flow rate by multiplying 3.0 13 17 26
number of perforations by flow per perforation a 0 11 15 23
(see page E -17) 5.0 10 14 22
X132 vvp . •
pf X / = 2__ gpm. E-15
W.R!larale R 011 I PIOK I1111II11/101 frnW
8. If laterals are connected to header pipe as shown on page E- - No-
15, select minimum required lateral diameter from table on
page E-17; enter table with perforation spacing and number ,0.""''''
of perforations per lateral. Select minimum diameter for \„,, ''
perforated lateral = inches.
E-12
,.....4,==.2 r=1...
9. If perforated lateral system is attached to manifold pipe near :r �__
the center, as on page E-12, perforated lateral length and z& �''
number of perforations per lateral will be approximately one
Tim=
half of that in step 8. Using these values, select minimum .._ .
diameter for perforated lateral from page E-17 as 1 'I a '''' `_'r...
inches.
i'-l.,l
PUMP SELECTION PROCEDUTI _
A. Determine pump capacity:
1. Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of
water use rate.
2. Maximum suggested for delivery to a drop box of a home system is 2,700
gallons per hour(45 gpm)to prevent build-up of pressure in drop box.
3. Use value from design of pressure distribution system.
SELEC'T'ED PUMP CAPACITY 7 °1 gpm i APIs Len
gth
B.Determine head requirement= Point of D'quc1nar
1. Elevation difference between pump and point of discharge. gy,,,� i
a pa
feet 9"
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold ,
-.. ...-.:feet F-18b
3. Friction loss . 1.5 inch 2.0 inch 3.0 inch
a. Enter friction loss table with gpm and pipe diameter. um Primula t,w per too rnac pops
Read friction loss in feet per 100 feet from page F-18. 10 0.69 0.20-
0.F.L= 3. S- ft./100 ft of pipe •12 1.8 o 8
: b. Determine total pipe length from pump to discharge 16 1.63 0.48
point. Add 25 percent to pipe length for fitting 18 2.03 0.60
loss,or use a fittingloss chart. Equivalent20 2.47 10.1173 0.11
pipe 25 3.73 1.11 0.16
length-125 times pipe length a 30 5.23 1.55 0.23
• I (-J x 125.=, J- D feet 35 7.90 206 0.30
c. Calculate total friction loss multiplying l 40 1 .73 2.64 0.3
9.73 g 45 144.73 3.28 0.48
friction loss in ft/100 ft by equivalent pipe length. 50 3.99 0.58
Total friction loss: D D ( x - _ +100 in few 60 5.60 0.82
4. Total head required is the sum of elevation difference,
special head requirements,and total friction loss.
?Q + S + s'
(1) (2) (3d
TOTAL HEAD 4 a feet
C. Pump selection •
1. A pump must be selected to deliver at least ;�,gpm (Step A)with at least D-�
feet of total head(Step B). a nimwtm acwl.°c rows M, GALLONS PER 04Y
mimosa TY/e or FC31ocl.c a
OF
D. Total Pumpont Volume 2 Soo u, 1 p Sou
1. To maximize pump life select sump size for 4 to 5 pump operations per day. , '4 `°° 'O° 21111
7 Ser gpd+4-. 1 c gallons per dose 5 i50 4 50 2114 IN4Le r.
OO 375 xis
s sec525 332 --
2. Calculate drainback r Imo - sec ro ..
1. Determine total pipe length, 4.1.:,,, .feet. s 1=00 '75 ate Ca,,,,,,,,,,r
2. Determine liquid volume of pipe, I Ce gallons per 100 feet. (see page F-18) F-18a
3. Multiply length by volume Drainback quantity= pips diameter(inches) c,llons per 100 feet
1sc.- feet x fid,gallons/100 ft._ TO gallons. 1 4.49
'Suggested drainbacic quantity is 10 percent of pumped quantity. A larger drainback 1.25 7.77
percentage will decrease pump station efficiency slightly but pumping energy costs are
usually a relatively small part of the total household energy costs. 12.5 17.431.
3. Total pump out volume equals dose volume+drainback 2.5 24.87
I ce gallons per dose+ 3 0 gallons= a) cr Total Gallons 3 38.4
4 66.1 . 1
L-13
CERTIFICATION # 00627 Logs of Soil Borings
Location or Project Lot 2 , Block 1, Woodhill
• Borings made by S-P Testing, Inc. Steve Schirmers Date 6-1-87
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 • 993. 9 feet Surface elevation 991•=3
..0. - 0 -
Topsoil dark gray brown Topsoi6 daEls. gray brownloam
0 - 8" loam
• Gray brown loam
• 1 •
_. - Dark gray brown 1 - 6" - 1 ' 2" •
sandy • 8" _ 1 , 8" loam Brown loam to clay loam
1 ' 2" - 1 ' 10"
Brown sandy loam •
2 :- 1 ' 8" - 2 ' 2" 2 -
• Brown loamy sand
2 , 2„ _ 2 , 8„ Brown sandy loam
7 Brown sandy loam 3 1 ' 10" - 3 ' 4"
2 ' 8" - 3 ' 8"
Brown loam
Brown loam
4 - 4 - 4 ' 2"-mottling •
3 ' 8 - 4-1/2 ' -mottling 3 ' 4" - 4 ' 8"
Olive brown loam
4-1/2 ' - 5 '
'5 - 5 - Olive brown strong loam
Olive brown strong loam
5 ' - 6 ' 4 ' 8" - 6 '
6 - • 6 -
7 - 7 -
8 - . 8 -
•
•
End- of boring .at 6 feet. End of boring at 6 feet.
Standing water table: Standing water table: -
present at feet of depth, present at feet of depth,
hours •after boring. -hours after boring. - .
- Not .present_in
oring. -
Not .present_.in hole X Not present. in holeX
Mottled soil : Mottled soil :
Observed at 4-1./2 feet of depth. Cbserved at 4 ' 2" ' feet of depth.
Not present in hole Not present in hole •
Comments : Comments:
. L-13 - ..,
C$ TIFICATION # 00627 Logs of Soil Borings
Location or Project Lot 2, Block 1, Woodhill
cuAL .(•ll� b mcolas j l lll: . J(_V VC 0Qh11111C1 b U Lr: 0-1-0
� Y ��1.��-`�.."' 1. 1.11..
Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight g , or Bucket X
Depth, Boring number 3 Depth, Boring number 4
in in
feet Surface elevation 994.5 feet Surface elevation 993 . 9
0 - 0 -
Topsoil dark gray loam Topsoil dark gray loam
0 - 10" 0 - 10"
: 1 1 - Gray sandy loam
10" - 1 ' 4"
Gray brown loam
• Brown 1 ' 4" - 1 ' 10" clay
2 10" - 2 ' 2" 2 Brown clay loam - strong
1 ' 10" - 2 ' 4"
2 ' 4"-mottling 2-1/2 ' - mottling
Gray brown strong 3 - , - Gray brown clay loam
clay loam strong
2 ' 4" - 3 ' 10"
4 - 2 ' 2" - 4 ' 2" 4 -
Olive brown loam
5 Olive brown loam 5 -
3 ' 10" - 5 ' 4"
•
4 ' 2" - 6 '
6 - 6 - HIT ROCK
7 - 7 -
8 8 -
I 1
End of boring at 6 feet. End of boring at ' 5 ' 4" . 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 2-1/2 ' feet of depth.
Not present in hole Not present in hole .
Comments : Comments :
L-13
' CERTIFICATION # 00627 Logs of Soil Borings
Location or Project Lot 2, Block 1, Woodhill
Borings made by S-P Testing, Inc. Steve Schirmers Date 6-1-87
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 993.3 feet Surface elevation 99-5,2
•
�0,.- Topsoil dark gray loam 0 Topsoil0 - 6" dark gray loam
•
0 8" Gray brown loam
1 . Gray brown loam 1 - • 6" - 1 ' 2" '
8" - 114" bb
BrQoamcla , 4" - 1 ' 10" c.ay iooam 1 ' 2" - 1 ' 8"-mottling
2 ..- 2 ' 4"-mottling 2 - Gray brown clay
loam - strong
Brown clay loam - strong
3 -
1 ' 8" - 3 ' 2"
Gray brown clay loam
4 - 4 -
1 ' 10" - 4 ' 4" 3 ' 2" _ 4 ' 4"
Gray brown loam - strong
=5 Olive brown loam 5 -
4 ' 4" - 5 ' 4"
Olive brown loam
4 ' 4" - 6 ' 5 ' 4" - 6 '
6 - - 6 -
7 - 7. -
8 r 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 :
•
PERCOLATION TEST DATA SHEET
Steven B. Schirmers 6-2-87 11 31 1"-----77.11
''°'
Percolation test readings made by oft. starting at p.m.
Lot2,Blk. 1, Woodhill 1 Niue) 6-1-87
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 — 8" Topsoil dark gray brown loam
8" — 18" Dark gray brown sandy loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
12 : 00p.m.
Date and hour of initial water filling 6-1-87 ,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 Automtic s iphon
,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
11: 18 prefill 6
11: 31 • 12 : 01 2-1/4 13.3 30 min
12: 12 12 : 42 2-1/8 14. 1 " "
12: 43 1: 13 2-1/16 14.6 "
•
•
Percolation rate = 14. 0 minutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by Steven B_ Schirmers ons-2-8 7 starting at 11: 3 2 ` p.m.
(awe)
Test hole location
Lot2 ,B 1 k. 1, Wo odh i 11 ,Hole number 2 ,Date hole was prepared 6-1-87
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 brown loam
6" — 14" Gray brown loam
14" — 18" Brown loam to clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
12 : 00p.m.
Date and hour of initial water filling 6-2-87 ,Depth of initial water filling 12 inches above hole bottom —.—
Method
—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
Water remaining in test hole
11: 32 • 12: 02 6 1 30. 0 30 min
12 : 12 12: 41 11 11
"
12: 44 1: 14 • " "
•
Percolation rate = 3 0. 0 minutes per inch.
• P.
•
PERCOLATION TEST DATA SHEET �-
4111103
Percolation test readings made by Steven B. Schirmers nn 6-2-87 singer 11:33
Test hole location Lot2 ,B l k.1, Woodhill ,Hole number 3 ,Date hole was prepared 6-1-87 .
• Depth of hole bottom_ 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth,inches Soil texture
0 — 10" Topsoil dark gray loam
10" — 18" Gray brown loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
12 :OOp.m.
Date and hour of initial water filling 6-1-87 ,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
1 Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
11:18 prefill 6
11: 33 12 : 03 3-13/16 7. 9 30 min
12: 10 12 : 40 3-5/8 8.3 " "
12 : 45 1: 15 " 3-3/8 8 . 9 " "
•
•
Percolation rate = 8 • 4 minutes per inch.
•
•
PERCOLATION TEST DATA SHEET
Percolation test readings made by Steven B. Schirmers_0n_6-2-87starting at 11: 34
Test hole location__ ktwo
LOt 2 , B 1 k. 1, Woodhill ,Hole number 4 .Date hole was prepared_6-1-87
Depth of hole bottom_ 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth,inches Soil texture
0 — 10" Topsoil dark gray loam
10" — 16" Gray sandy loam
16" — 18" Brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
12 : 00p.m.
Date and hour of initial water filling 6-1-87 ,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
11: 18 prefill 6
11: 34 12 : 04 2-1/4 13 . 3 30 min
12: 09 12: 39 2-1/8 14.1 II "
12:46 1:16 2-1/16 14. 6
•
14 0
Percolation rate = . minutes per inch. •
•_A
•
• PERCOLATION TEST DATA SHEET
g y Steven B. Schirmers 6-2-87 11: 39
Pereolation'Yest readings made b on starting atWAW
Lot2, Blk. 1, Woodhill 5 6-1-87
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 — 8" Topsoil dark gray loam
8" — 16" Gray brown loam
16" — 18" Brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
2: Ogt
Date and hour of initial water filling 6-1-87 , epth oOnit. tal 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
Water retraining in t:st hole
11: 35 12: 05 6 1-1/8 12. 6 30 min
12 : 08 12 : 38 tp, .
12 : 47 1: 17 " " " • " "
12
Percolation rate = . 6
_minutes per inch.
•
. PERCOLATION TEST DATA SHEET
405011
Percolation test readings made by Steven B B. Schirmers nn 6-2-8 7 starting at 11: 3 6
Wawl
Test hole location Lot 2,B 1 k. 1, Woodhill ,Hole number 6 ,Date hole was prepared 6-1-87
Depth of hole bottom 18 inches,Diameter of holt 6 _inches
Soil data from test hole:
Depth,inches _ Soil texture
0 — 6" Topsoil dark gray loam
6" — 14" Gray brown loam
•
14" — 18" Gray brown clay loam
Methocj or scratching sidewall Knife
Depth of gravel in bottom of hole_2 inches
12 : 00p.m.
Date and hour of initial water filling 6-1-87 ,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 y ~
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
Water remaining in test hole
11: 36 " 12 : 06 6 . 1-5/8 18 . 5 30 min
12 : 07 12 : 37 It "
12: 48 , 1: 18 " " " "
•
•
18 . 5 •
Percolation rate =_ minutes per inch.