HomeMy WebLinkAbout#1866 Septic Report & Inspection - Main HouseCITY OF ORONO
SEPTIC SYSTEM APPROVAL
CITY of ORONO
Municipal Offices
Post Office Box 66
Crystal Bay, Minnesota 55323-0066
LOCATION: 1400 Bracketts Point Rd. Main House
OWNER: James Jundt
-----------------------------------
GENERAL CONTRACTOR: Kraus-Anderson SEPTIC CONTRACTOR: ---------
SITE EVALUATOR: Otto & Associates REPORT DATE: July 20, 1993
The City of Orono has __ A_P_P_r_o_v_e_d _____ your on-site system design as of
(approved-disapproved)
July 23, 1993
(date)
with the following conunents: Due to slopes in excess of 10% on the designated
alternate site, the second alternate must be used if the primary site
fails.
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
TELEPHONE -473-7357 • FAX -473-0510
TTO
ENGINEERS & LAND SURVEYORS, INC.
Kraus Anderson
c/o Ramona
8625 Rendova Street N.E.
P.O. Box 158
Circle Pines, MN 55014
RE: Sewage Treatment System
Site Evaluation Report
Hennepin County, Minnesota
July 20, 1993
Job No. 93377 -Lots 5, 6, 9 and 10 and vacated Border Street of ORONO POINT, Hennepin
County, Minnesota. (Caretakers House).
Dear Ramona:
The following is a design for a septic system for a 4 bedroom house on the above
referenced lot using a mound system.
However, no construction should begin before these plans are approved by the City of Orono.
If you have any questions, please call me.
Sincerely,
Otto Associates
Engineers and Land Surveyors, Inc. .
~~1-tWt·
MPCA License No. 964
9 WEST DIVISION STREET -BUFFALO, MINN. 55313 -(612) 682-4727
SITE EVALUATION REPORT
For Kraus Anderson
Sewage Treatment System
GENERAL INFORMATION
This design is for a Type 1, 4 bedroom home and in accordance with the Minnesota Pollution
Control Agency Standards and local ordinances.
A seasonally high water table was evidenced at 24 inches of depth in Soil Boring 7. The slope
is about 3%.
The soils at a depth of 12 in Test Hole 8 has a percolation rate of 13 minutes per inch. All
neighboring wells are located more than 100' away from the proposed treatment area.
NOTES:
Keep all heavy equipment off 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.
MOUND SYSTEM:
Flow: 4 bedroom = 150 gallon/day/bedroom 150 x 4 = 600 gallons per day.
600 GPD x .83 = 500 square feet.
10-foot wide rock bed 50 feet long = 500 square feet
CONSTRUCTION EQUIPMENT:
A rubber-tired tractor may be used for plowing or disking to prepare the soil surface but in no
case shall a rubber-tired tractor be used after the surface preparation is completed. A crawler
or tract-type tractor shall be used for mound construction.
SOIL SURFACE PREPARATION:
The discharge pipe from the pump to the mound area shall be installed prior to soil surface
preparation. The trench excavated to install. the discharge pipe shall be carefully backfilled and
compacted to prevent seepage of effluent.
PAGE2
The total area selected for the mound, including that under the dikes, shall be roughened in order
to thoroughly break up any existing sod layers and to provide a suitable transition zone between
the original soil and sand layer of the mound. The area shall be roughened only when the
moisture content of the soil 8 inches below the surface is drier than the plastic limit.
Surface preparation or roughening may be performed with a mold board plow, a disk plow, or
a back hoe using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall
be thrown up slope and shall run perpendicular to the slope. There shall be no dead furrow
under the mound.
Disking may be used for surface preparation as a substitute for mold board plowing in soils
having percolation rates faster than 15 minutes per inch (sandy loam) in the top 8-inch depth.
Back hoe teeth may be used to roughen the soil surface and break up the sod layer. Care must
be taken so as not to compact or puddle deeper soil layers. In no case shall any surface soil be
excavated and removed from the area.
Mound Construction shall proceed immediately after surface preparation is completed. Every
effort should be taken to prevent rain from falling on the prepared soil surface.
CONSTRUCTION MATERIALS AND PROCEDURES; DISTRIBUTION OF EFFLUENT:
A minimum of 12" of soil defined as sand shall be placed where the filter material is to be
located. A crawler tractor with a blade or bucket shall be used to move the sand into place. At
least 6 inches of sand shall be kept under the tracks to minimize compacting of the plowed layer.
The sand layer upon which the filter material is placed shall be level.
Sand is defined as a soil texture composed by weight of a least
25 percent of very coarse, and medium sand varying in size from 2.0 to 0.25 mm, less than 50
percent of fine or very fine sand ranging in size between 0.25 and 0.05 mm, and no more that
10 percent of particles smaller that 0.05 mm.
A minimum depth of 9 inches of filter material (rock) shall be placed on the sand layer prior to
installing the distribution pipe.
Filter material is defined as clean rock, crushed igneous rock or similar insoluble, durable and
decay-resistant material free from dust, sand, silt or clay. The size shall range from 3/4 inch
diameter to 2 1/2 inch diameter.
PAGE 3
•
PRESSURE DISTRIBUTION:
Effluent shall be distributed over the filter material by three 2 inch diameter perforated pipes
under pressure 48 feet long. Perforation holes shall be 1/4 inch diameter drilled in a straight line
along the length of the pipe. Hole spacing shall be 30 inches with 20 perforation per lateral.
Holes shall be drilled straight into the pipe and not at an angle. A sharp drill shall be used and
any burrs in the inside of the pipe shall be removed. The perforated pipe laterals shall be
installed level with the perforations downward.
The perforated pipe laterals shall be connected to a 2-inch diameter manifold pipe and shall have
their ends capped. The laterals shall be spaced 40 inches on center and at 20 inches from the
edge of the filter material.
The manifold pipe shall be connected to the supply pipe from the pump. The manifold shall be
sloped toward the supply pipe from the pipe.
Straw marsh hay to an un-compacted depth of 3 to 4 inches shall be placed over the filter
material. A layer of untreated building paper (red rosin) shall be placed over the hay or straw.
Geo-Textile material if approved by the County Building Inspector may also be used.
Construction vehicles shall not be allowed on the filter material until backfill is placed.
Sandy loam soil shall be placed on the filter material to a depth of 12 inches in the center of the
mound and to a depth of 6 inches at the sides.
Six inches of topsoil shall be placed on the fill material over the entire area of the mound. A
grass cover shall be established over the entire area of the mound. No shrubs shall be planted
on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound.
The side slopes of the mound will be 5 feet horizontal to 1 foot vertical (5:1). This gentle slope
will allow easy mowing of the grass cover.· The soil material at the toe of the dike should be
slightly less permeable or somewhat tighter than the natural soil below the mound. This can be
accomplished by selecting a finer soil or by compaction.
Whenever mounds are located on slopes, a diversion shall be constructed immediately up slope
from the mound to intercept and divert runoff.
PUMP AND COLLECTION TANK:
A pump shall be used to deliver effluent to the mound. The pump shall be cast iron or bronze
fitted with stainless steel screws or constructed of other sound, durable and corrosion resistant
materials.
PAGE 4·
The pump installed will need to deliver 45 gallons per minute with a head of at least 38 feet.
· An alarm device shall be installed to warn of pump failure. Install the pump control and a
Meyers, Model D.L.V. Audio Visual, Lo-Voltage alarm system or approved equal in a
conspicuous place at the direction of the owner.
Dosing Volume = 25% of 500 g.p.d. = 125 gallons.
DRAINFIELD ROCK REQUIRED:
Based on 12.5 inches of rock, 19 cubic yards of rock would be required.
SAND REQUIRED:
Approximately 185 cubic yards of clean sand for under mound is needed.
NOTES:
A. Please see site plan layout.
B. Typical sections for construction follow.
C-7
E-3&4
E-6
E-12
F-7
PAGES
h
.... -_,
VERTICAL SIDEWALL SEPTIC TANK
FINISHED GRADE
'11 _r 'ii/ -"\'( ~ y. V-AT LEAST ~ ~ 611 to I~-.. SOIL AT LEAST
4" DIA.~ 4 11
. DIA. I" t COVER -r-AT. 'LEAST I II
··:,•:~: AT LEAST 111 7 MIN.
e--·./. · . . ,:_4· ·-: . ·:-~.'. .. 4:;: . ·.-::f.:;: . ·• ..
·4• .,-t t ... lt A DIMENSIONS FOR TANKS WITH VERTICAL SIDES .A
. ,--,.... \l WIDTH, W 24 11 MINIMUM -
f: LENGTH, L 2 TO 3 TIMES THE WIDTH
•· B DIAMETER 6011 MINIMUM
_J_ DEPTH, D 30 11 MINIMUM, 78 11 MAXIMUM C A 0.2 D r -AT LEAST -B 6 11 MINIMUM; 0.2 D MAXIMUM 3 It
C 0:4 D
4·
AT LEAST 4 FEET I
'
A THIRD INSPECTION PIPE MUST BE LOCATED
NOTES: BETWEEN THE INLET AND OUTLET BAFFLES.
l. SANITARY TEES AT LEAST 4 INCHES IN DIAMETER 4 . MANHOLE COVERS SHALL BE LOCATED WITHIN
... 2. THERE SHALL BE ONE OR MORE MANHOLES, 20" 12 INCHES BUT NO CLOSER THAN 6 INCHES
LEAST DIMENSION AND LOCATED WITHIN 6 FEET BELOW FINISHED GRADE AND COVERED WITH AT :.1· ··.· OF ALL TANK WALLS.· LEAST 6 INCHES OF EARTH.
3. AN INSPECTION PIPE OF AT LEAST 4 INCHES 5. SEPARATION DISTANCE BE1WEEN END OF INLET
DIAMETER OR A MANHOLE SHALL BE LOCATED PIPE AND NEAREST POINT ON BAFFLE SHALL BE
OVER BOTH THE INLET AND OUTLET DEVICES. NO LESS THAN 6 INCHES OR NO MORE THAN 12
THE CENTER LINE OF nlE INSPECTION PIPES INCHES.
,, SHALL BE n!E SAME AS nlE CENTER LINE OF 6. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION
THE BAFFLE OPENINGS OR SANITARY TEES. A IS 0.15D AND DIMENSION C IS 0.35D.
··~.·:!:-}_:.; .. ••••:,::;_"!:'·.'I., . ·--..·~':'!.:: ·,,··•,:_(, . ''-':-1\.
,
YI
--,•,:
,,• ...
... _ _A
4', ..
,.
6" ~ r-
l
',
? ..
--
( .
'
LAYER OF GEOTEXTILE
FABRIC OR 4 INCHES OF
SANDY LOAM SOIL
HAY COVERED BY .
BUILDING PAPER ----)r-'
I 11/ OR 2" · .f';:J'_...
PIPE-FROM PUMP7 .. },,_,,,\p.· ,. . " .. :· . -1/
31, M -2 '1 M
CLEAN ROCK . ,
"····. •.•\ .. '~·•'
,,,~
,,, ....
--PERFORATED
LATERALS
DIVERSION FOR
SURFACE WATER
·LAYER OF GEOTEXTlLE--LOAMY SAND CAP
PERFORATED LATERAL FASRIC
GRASS COVER
CLEAN SAND FILL---
MAXIMUM ·SLOPE -
3 TO I
SUBSOIL
'..::
CLEAN ROCK 24"
PLOWED OR 3/4. TO 2 1/2 INCHES _]
DISKED SURFACE ~ ---------l % SLOPE
CROSS SECTION A -·A
PIPE FROM
PUMPING CHAMBER
\ \ \ \ . .
. . . . . . : . . . : .· : / / / /. _/ / /
w . : .
::i::: • n .
L,.--_-n~~
I : I I I I I
· PERFORATED
· t..ATERALS
: : l I II
l I
i--1
BED
I
I I : I lt
I : : : Jj I I I
AREA~ : i l : :/ti
I ¥---' r------"1 I
I I I
I I I
I (/') (/') :
I : w w I I
I :::C: :::C: I : ~ ~ l I I -: I
~2::;.::0~_.l:___,..!,,~O o ~ • 20
INCHES I ~ ~-r-::-4 1 INCHES
I I . I I : : . l I
::r: -
I-
I.!> . z . w·
;.J
L : ! ! I I_ I I ___ __,_
.1 . 10 M~~ET -. , I DIKE-.;..:;:::i
II
PLAN·· vrEW
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND
0 PERFORATED PLASTIC PIPE
\_ PERFORATIONS SPACED 36 11
END ON CENT~~-. _PERFOJ~AT ION
VIEW 7.'}E: .. ~-✓4: ,,. 1·'"'·'-''"'" ~
PERFORATIONS ON BOTTOM
PLASTIC PIPE
y1-£NGfH
¼ p£RfoRAftON
2"MANIFOLD
PIPE
P
f/? F of?Af £0
of
i.Af£f?Al.
. '
-:::: ~ (ALTERNATE LOCATION
OF PIPE FROM PUMP)
'2" PIPE FROM BER . PUMPING CHAM
t;1 ._.
N
WATER TIGHT 8i LOCKABLE ELECTRIC BOX
· PLUGS OR ELECTRIC CONNECTIONS ~ . .
.. 2 11 PVC CONDUIT SCHEDULE 80 ~
MANHOLE COVER CHAINED a LOCKED
SEALED MANHOLE RINGS
REDWOOD, CEDAR OR
TREATED POST (4 x 4 min)
ALL ELECTRIC CONNECTIONS MADE INSIDE BOX
LOOP OF POWER CORD FOR
SETTLEMENT
Fl NAL GRADE _,✓.:
AT LEAST 12 11
.
BELOW GRADE .
~Zl~~EE!~-.... WIRE FROM POWER SUPPLY
-------------,,,~~ PIPE IS LAID ON A UNIFORM SLOPE FROM
1
1 PUMP STATION UP TO SOIL TREATMENT AREA tt _ _ FOR PROPER DRAINBACK
SEALED TANK · COVER
PLASTIC ROPE OR CHAIN
WITH ANCHOR---.....
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT~
. ~
I·
_SJ"AHLLEVEL SL..-: 1 --c~-
. u_J \ . 3 . '
_filJUT -QEf ___LEVEl_SZ _. _
PUMP CONTROL FLOAl
-LIF PIPE AT TANK MUST BE LOWER. THAN
UNION TO GET ELEVATION FOR DRAINBACK,
A 1/4 INCH WEEP HOLE MUST BE USED
I I WEEP HOLE
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
MUST NOT RUN OVER ANY TANKS BUT
MUST BE LAID BESIDE OTHER TANKS
AND MUST BE PLACED IN CONDUIT
ALONG POST
ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CAN NOT HAVE GROUND CONTACT.
lrj
I ...._,
~'rJ.VUJ.'1J-,t _,,_,.,__._, ___ . ·· -------
(For Flows up to 1200 gpd)
A. FLOW Estimau:d Sewage Flows in Ga.Jiau per da
Estimated .(bco gpd (see pages D-7 or I-3, 4, 5) (gpd) y
1-lumbct
or measured gpd x 1.5 = of Type! Type 11 Type III Type Bedrooms IV
2 300 225 180
B. SEPTIC TANK LIQUID VOLU1vfES 3 450 300 21& ~
4 600 375 256 ollbo 2-c=co gallons (see pages C-3 or C-5) 5 750 450 294
,.._
ia 6 --900 525 332 1u:,L 7 10:50 600 370
SOILS (refer to site evaluation)
8 1200 675 403 m
C.
... _
24 1. Depth to restricting layer= inches Scpu: T•alt C•paciLics, ia ,,.11o.,s
)2-Number of Minimum Liquid Liquid =p,,cuy wu.t, 2. Depth of percolation tests= inches· Bcdrocms C..,..:ity 1:a.rl>aee dispoo.al
3. Percolation rate }-::? mpi lo,lcu 750 112.S 3 C,4 lea> 1500
4. Land slope 3 % '4or6 1500 2250 7, g oc9 :la)) XO)
.,_9
' '
D. ROCKLAYERDIMENSION~ -.
1. Multiply flow rate by~ to obtain required area of rock
c::,_.'2,"l
layer: Daily Flow X me= . , ::s ~ gpd x.l::i=OQ sq. ft./ gpd = .2Q2_ sq. ft. .
2. Select ·width of rock layer (10 feet or less) = to ft.
3. Length of rock layer= Area+ Width=
5"00 sq. ft.+ )o ft.= Sb ft. Rock Bed
• ,..---:.,,-.--: ..• ,,.. .. .,/! .·;.-::.-:;. •• •• :;.:_. ..... : ..,. .·;. :..,. I . ......... .,, .... , ............................ ....... ~ ............ ~ .... ,,.. ........... ~ ....... Width 510ft. ~ ........... , ............ , .. -,. ........................ ....... ,,.. ............. ,,.. ............. ~~ ..... I ~-~-~-,-,., . .,, .. ,.~-~--.-~-,-,-~-
E. ROCK VOLUME -~-~-~-.--~-~----~·~-~-~-~·~·~-.. Length
1. Multiply rock area by rock depth to get cubic feet of rock;
5co sq. ft. x _J_ ft. ~ ·SD::,cu. ft.
2.. Divide cu. ft. by 27 cu. ft./ cu. yd.-to get cubic yards;
' · .$ot.:, cu. ft. + 27 = · lj cu. :yd. . .
3. MulK cubic yarc:15 by·1._4 to get weight of ~oc~ in tons;
cu. yd. x 1.4 ton/ cu. yd. = TI_ tons.. .
..
F. ADSOI:<-PTION WIDTH ·
1. .Percolation rate in top 12 inches of S-Oil is /3: mpi _ .Absorptlon Width Slzlng T:ible
2. ·Sele~ allowable soil loading rate from table ·on_ page E-:-;·.
. . -e>,7f gpd/ft2 <\·~--· ~:_~-
3. Calculate adsorption width ratio-by dividing rock layer· -
loading rate of 1.20 gpd/ ft2 by allowable soil loading rate;
·· 1.20 gpd/ft2+ o(!f gpd/ft2= /457-.. · . .
. Check this value_on_page E-16. _. . . ,. .
4. Multiply adsorption width ratio by rock fayer width to get·
required adsorption width; · ·· -
; lo X /,S-Z.-ft = /s ft
Pel,:ollltioa Rm
inMinuceapcr
. fndl (MPI)
Futcrthan 0.1 '
0.110 5
0.) 10 5 ••
61015
l61030--
311045
461060
60,ro 120.
Slowl:r than
r20-•
Soil Tc:uure
CooneS.u>d
Sand
F"mcSand ••
,_S&ndy_l..oam
Loam
Sill Loam
Clayl.oun.
Oay
Oay
G.allons Jtwoo(
pcrdlly pa Ahsa-plion width
sqwire(oot 10Rockuycr
W"Jdrh
--1.20 : 1.00
~ 2.00
<OD 1
2.00
0..50 2.40
0.45 ·U,1
0.24 : S.00 --
I
1. If I~dslope is 3% or more, subtract rock layer width from
· adsorption width to obtain minimum downslope dike toe for
absorption: r If; ft-/o ft=_=-L_feet
I
2. Calculate minimum mound size based on geomete_ry:
a. Determine depth of clean sand fill at upslope edge of rock
. layer: Separation / feet -
b .. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
lo x J % + 100 = 6, 3 feet
c. Add depth of clean sand depth of dean sand for
separation at upslope edge (2a) to depth of rock layer to
rock depth and the depth of cover to find the total mound
height at upslope edge of rock layer;
( _J_ ft + 1 ft + i ft = 3 feet ,
· d. Enter table on page bottom with landslope and upslope
_ dike ratio. Select dike multiplier of 4: >?. . .
e; Multiply dike multiplier by upslope mound height
to get upslope dike width: 4 ~ x _2-= /3 feet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope hel$ht .
3 + 0,3 = 5,5> feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of 5,BB
h. Multiply dike multiplier by downslope mound h~ight ·
to get downslope dike width:_.$ 9;8 x :~. 3 = -Z.O feet
···=·······
/,)5xl0)( 5o =-S,~
3x7~ le.,,~ 2.-; l4~
3: 3xz~-;,..-h.,::--z.s-05
~.1.£ .. xJox1~::. '9-ID
1. Compare the valu~ ~f step G. :I and Step G.2.h. Select the
greater of the two values as the downslope dike width;
2D feet ... -.·:-:·:-:·:-:·:·=·:·=·:·=·:•=·: .,:-:-=·:-:·:•:·:-:·:•=·:-:·:•=·:•=·:•=· : ::_:::-::;;-""
j. Total mound width is the sum of upslope dike Roo:·~v;w·i{~·····t ::~t:~t-~.t-~~:.,~ .. -.·::.: ·_.}:t{~·-.
width plus rock layer width plus downslope . .-:::,?:-~~:-:-~:••.:•·.:•·.:•·.:-·.:··•:• ·-:•·.:•·.:··•:•·.:•·.:•·.:•··:··•:···:··::'-./~:-},>?
• • . . .•. ·:: ·:: •• l3e<l Length__ . --~--;~
dike width· .-:·.,:~:-:.-:• --~~~~~~ :,:···/·i,:•.,.:
r:3> ft+ lo ft+ U> ft= 43 feet. Upslope·W'i{~~:.-:::-_.·;:-_.::::,;::~t-~~~-::~;:}-;~~-::~;~if~~-·~':;;~.i;{::~~
_ . k. 1:otal ~ound length is the sum of upslope ::-\:(~i:~?:~i~I~} ·f~j\~f::.~~t~£/_/:_~~~tf}
dike width plus rock layer length plus ·.:•·.:-,:•·.:···=•·.:···=-··=···=···=·· •· •· •· •· •· •· ·• •· •· ~ ~ ·• :., , .; ·J
up,1~ed;':wi~; H+ 13 ft= /~ feet ·;'.?J;;;;:;:~~~~i~(~J,;~:~ic:
l:l . '=I
LJownslope
5:1 &:I 7:1 3:1 "'1
Upslope
5:1 &:I 7:1 1:1
s ,Jope
a 3.0 "° s.a &.O 7.JJ 3.0 '-0 s.o &..O 7.D a.a
l 3.01 .U7 5.26 &.31 7.53 231 :us u, ~ 6.54 7.41
2 "' 4.35 ~ &..a2 &.U l.!3 l..,"O @· .5.36 &.14 uo
3 3.JO Uol. 7:!2 u& 2.7S 3.!S7 ·5.DI ~ us
" 3.41 U& &..2S 7..8' ,.:n 2.6& 3.45 U4 S.-14 &.OS
s , 3.53 sm &.Fil &SI 10.71 2.61 l.33 4..CO 4.t.l 5.19 S.71
6 ' 3...66 u 7.14 9..3& 12.D7 ~ 3.:23 .us -Ul ·4.93 5.41
7 3.110 5.S& 7.111 111.34 ll..73 2.41 3..12 l.70 Ul ,j.j'IJ 5.13 • :us us &.33 11..5-4 IS.Sit 2.42 3.03 3.!S7 4.05 -U9 ua. ,. 4.11 6..75 9.01 1:3.0& 11.92 2.36 2..94 us 3.SIO Ul us
10 U1 "' 10.0 15.00 ZlJ.J 2.:11 U6 , l..l3 l.1S .C..12 '-"' 11 -1..41 7.l-4 11.ll • 17.&5 30.A.l U& 2.13 l.ll· .
l.&I l.95 -4.26
12 4.69 1.111 12..SO 21.43 "3..7S 2..21 UIJ 3.12 l.-19 uo -1.011
•.
· PRESSURE DISTRIBUTION SYSTEM
1. Select number of perforated laterals .S.
2. Select perforation spacing = 2/;--feet
3. Since perforations should not be placed closer.than 1 ft. to
the edge of the rock layer (see diagram), subtract 2 ft. from
th.e rock _layer length.
Rocxl=gth -2 ft.= 43 feet
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round
down to nearest whole number.
I
!
Length perf. spacing= 4-8' ft.+ 2 .. ~ ft.= l; spaces
. (#3) . (#2)
S. Number of perforations is equal to one plus the number of
perforation spaces .
/9· spaces+ 1 = 2-o perforations per lateral
6. Multiply perforations per lateral by number of laterals to
get total number of perforations. · ·
t' Cleon Sond Lcytt
., · .. -:: . . : . . . ;
1 o~:~: Soll -~;.,;y S:o,;;;~ ;,-
a.,o ... PIOCU1<1 Sond L.cy.,
TABLE OF PERFORATION DISCHARGES IN GPM
Head Perforation di.imeter (inches)
7 / 'Sl 'I.
1.0a 0.56 0.74 ' !
1.5 0.69 0.90
2.0b 0.&) 1.04
2.5 0.89 1.17
3.0 0.98 1.28
4.0 1.13 1.47
5.0 1.26 1.65
a Use 1.0 foot of head for residential systems.
bUse 2.0 feet of head for other establishments
Table 2 ~ -z,o -b .
Werals X pens/lateral -__ perforations M:iximum :a.llow:abl<! number o( qu:itcr inch penor.ations per
l:atcnl to gwa.-:antce <10% Disch:al"l!e v:ariat.ion
7. Determine required flow rate by multiplying
number of perforations by flow.per perforation
h6 . C1::L -/JC
. pm~ X gpm/pe:rf -...:r.z.. gpm.
perlonU-'!""'l"C
. ((..et)
2.5
3.0
3.3
4.0
5.0
· · -8. · If laterals are connected fo header pipe as shown on upper
example,._select mini.mum required lateral diameter from
table 2; enter table with perforation spacing and number
of perforations per lateral. Select minimum diameter for
perforated lateral = '2-inches
i·
. 9. If perforated lateral system is attached to manifold pipe near
the center, as in lower example, perforated lateral length and
numper of perforations per lateral will be approximately one
half of that in # 6. Using these values, select minimum
diameter for perforated lateral from table 2
perforated lateral := ""2-· inches
1.25 inch I 1.5 inch I
14 18
13 17
12 16
11 15
10 14
~ .. "(_,,_, .. ,.,.,. "~ ..... ~..,... ___ ----
2.0 inch
28
26
25
23
22
PUMP SELECTION PROCEDURE
_A. Determine pump capacity:
Gravity Distribution · · · · ·
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.
Pressure Distribution
3. a. Select number of perforated laterals ____ _
b. Select perforation spacing= ____ ft.
c. Subtract 2 ft from the rock layer length.
ltxir.liyc,>cngh -2 ft.= __ .ft.
• d. Determine the number of spaces between perforations.
Length perf. spacing = __ ft.
1
+ __ ft. = __ spaces
e. ___ spaces+ 1 = ___ perf9rations/lateral
f. Multiply perforations per lateral by number of l<1terals to
get total number of perforations.
r;;;r. x p«>a1t.....il = __ perforations.
g, -;;;: X &J'"'lpen =--gpm.
SELECTED PUMP CAP AOTY 4-5' gpm
B. Determine head requirements:
1. Elevation difference between pump and point of discharge.
'2-5 feet
2. If pumping to a pressure distribution system, add five feet for pressure
~uired at manifold _5 __ feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
ENO ?€RFORATlON Cf= A PERFORATED LATERAL
• ·. ,U 1.-IX' IO Edqt
?:"',=;,-;~~~~,....,._....._..,:.:,..,.~·:;;.:o'' ol RDdl. L.oyc, .... ~ • ............... ...
Pfl'lotoUOM LDc:11-0 al
8011°""9 °" 1..At ■rc.a
'½?:~·~,; ;~.:;~··::,;~~ :.
Belon Plodnt S4noi t..,.,...
TABLE OF PERFORApON DISCHARGES IN GPM
Head Perforation diameter (inches}
'I,. 'I.
1.0a D.56 0.74
1.5 0.69 0.90
2.Db 0.80 1.04
2.5 0.89 1.17
3.0 0.98 1.28
4.0 1.13 1.47
5.0 1.26 1.65
a Use 1.0 foot o{ head for residential systems.
bUse 2.0 feet of head for other establishments
Pipe Length
Point of Discharge
Read friction loss in feet per 100 feet from table. ·
F.L = 5, 2-'D. ft./100 ft of pipe ·
· b. Determine total pipe length from pump to discharge
point. Add 25 percent to.pipe length for fitting
□ Ele-va_u_· o_n_D_i_E_e., e•,,•«r .
. Pump
4.
loss, or use a fitting.loss chart. Equivalent pipe
· --length-1.25 times pipe length= ··
~ x 1.zs = Zs:z:> feet
c. Caiculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length. c2
Totalfrictionloss= -ZSc> x 7.ZS +100= _ _,~""'---.feet' ·
. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
-Z5 _____ ;._..._+ ·£-~ ~
(1) (2) (3d
TOTAL HEAD ·2 feet
C. Pump selection . .
l. A pump must be selected to deliver at least ~ gpm (Step A)
·with at least ;g' feet of total head (?tep B).
gpm
10
12
14
16
18
20
25
30
35
40
45
50
55
60
F-18b
1.5 inch. · 2.0 inch 3.0 inch
Frictlcc Lea per 1001't o( pipo
0.69 0.20
0.96 0.28
1.2& 0.38
1.63 0.48
2.03 0.60
2.47 0.73 0.11
3.73 1.11 0.16
· 5.23 1.55 0.23
7.90 2.06 0.30
11.07 2.64 0.39
14.73 3.28 : 0.48
3.99--·o.58
4.76 0.70
5.60 0.82
Logs of Soil Borings
B-31
Location or Project _9 __ ]_3_7--::-7 _________________________ _
Borings mad~ by ~P._._o_. __ ,:-___ ._P_, __________ _ Date 7-/ ;i -J3 --------'~------
Classification System: AASHO ___ ; USDA-SCS __ Unified ...,/' ; other ------
Auger used (check two): Hand ~or Power __ ; Flight __ , or Bucket V""'"; other
Depth, Boring number 7 Depth, Boring number ?' I
in Surface elevation -in Surface elevation feet feet
0 0
To/J I Jo/7 <'o,' -:
$CJ/ 1---/
1 1 '"7,:;•·
,-, f E,"c't...(. . .1,,--Cle:, /'C'l:".".-,;-,,,-·., f..../">,-/{. g,,.CJ<.....,V7 c~o7 /oqy,n -
2 -2~.: -_/! Cl +f /, '1.,-. ct, --2 ~I•
_,,G,f , I/. --..., 0 ;--:-' "_, Q
...: t -...;
3 3 8,,,. ()<.,,J r1 lo er yv-J /.J',,,,-0'--<..../"'7 /C;Jc,.y-:.-,-;
4-4 I __, 'l ~ 1--/ ,;' )o;,;• .;,--1 ;..._, -'
-.,. I..,,, I /1-~/:::,; ~ ✓! /Qt? .,;.,-'i...--?
J+, ff✓-01..v..-'/ Sc.-r:d--..1 ~Ice;>---,-, Rc d I' ' d ,,,.o:,(,.,I_,.,
-e-• QI 'j Y°' )c; __.-'! .-i
5 -~ 5 --'-"
/+, /JI" ~' '-4,) ,,-, ""' C ~ .., ~ i__,.!. :.:,' ., ' .;
6 -6 -
7-7 -
a-----. 8 -----. ..
'•
End of boring at t feet. End of boring at 5. 5 feet.
Standing water table: Standing water table:
Fresent at feet of depth, Present at · feet of depth,
hours after boring. hours after boring.
Not present in be.ring hole . Not present in boring hole .
Mottled soil: ::rt' I, l,,..,u Mottled soil: f,,,.:,1,~-5
Observed at ;J(L_ 111,;of .depth. Observed at ;;5 ~of depth •.
Not present in boring hole -. Not present in boring hole, .
Observations and comments: Observations and comments:
Logs of Soil Borings
B-31
Location or Project __ 9 ___ 5 ___ "3_?_7
:----------------------------
Borings made·by ~P._._O ______ F, ____ , _;J_. _________ _ Date 7 -/') -9' .5 ----__;=------
Classification System: AASHO ; USDA-SCS ; Unified .......-------; other ------------
Auger used (check two): Hand ,_..-;-or Power __ ; Flight __ , or Bucket --'; other
Depth,
in
feet
Boring number ____ 9 ____ _
Surface elevation __ -____ _
0 ---+-------'-------------I
1 0 ;,
2-·3 ✓I,
3-
5 ---r-----:::---------=-------l
/-I. tJ,ov-.J"" Jc;,,-1d lkd-1 'j/"'f,
/!/o-;--,-i . .,..;
6-
7-
8-
End of boring at 6" . .5 feet. --------
St anding water table:
B:resent at ___ feet. of depth,
_____ hours after boring.
Not present in boring hole • ----
Mottled soil:
Observed at '3)
Not pres~nt in boring'.hole ____ •
Obs<!rvations and cotmnents:
Depth,
in
feet
Boring number __ ,/_CJ _____ _
Surface elevation -------
0-------------------
Topso.· I
1
2
3 -'I--:>" ---/1ofl-l,~
4 -5c-vl ½ lvq,,:;,-r7 /f, /3'.r'O'-<.,ly;
5-
'J, '5
6 -
7 -
8 -
End of boring at 6', 5
Standing water table:
feet.
Present at feet of depth, ---
hours after boring. -----
Not present in boring hole ____ •
Mottled soil:
Observed at !./{) J;,,C,,~
...;..__ of depth.
Not present in boring hole ____ •
Observations and comments:
Logs of Soil Borings
B-31
Location or Project _C/..:.....3"'-"3_7 ___ 7 _______________________ _
Borings ma.de-by po. F. fJ.
Classification System: AASHO ___ ; USDA:-SCS __ _
Date. 7-I';;)-9-3
Unified ~; other ------
Auger used (check two): Hand ~ or Power __ ; Flight __ , or Bucket ~ other ----
Depth,
in
feet
Boring number ___ /_/ ____ --1
Surface elevation __ -____ _
o---i----_.;.. ___________ _
/0 (f
1
Dt.
2-
3--:::-:-r--:------------1 7 . 5 / f.-/3' roe.,..;~ ' ,...,.:;,o ;,---;.,,;
5-
6--r----------_j
7-
8-
End of boring at ___ (p~--feet.
Standing water table:
Present at feet of depth, ----
_____ hours after boring.
Not present in boring hole • ----
Mottled soil:
Observed at __ I../..;;...._ feet of depth.
·. Not present in boring hole • ----
ObsC!rvations and comments:
Depth,
in
feet
Boring number / :J -------------
Surface elevation --------
o---i-----------------
1 7v,,
2 ~ I d,'J
3 -· --_,--i/C',) H J .. ·.,..., "\ !? ;,-:;.!..J r r ! ,.. ,
-,I' ...,..,:I I-:::;..:,
~ ----!-------------
4-
-1--------------~
5-o,,c;::,o' -R .,...,_,, ,.---. ,. r, e , ,.,, ,. ,.,, _,_,, r ' -, •• -~ =
6 -
7-
8 -
End of boring at 5, 5
Standing water table:
feet.
Present at feet of depth, ----
hours after boring. -----
Not present in boring hole_. ___ .
Mottled soil:
Observed at 3 feet of.depth.
Not present in boring hole. ____ •
Observations and comments:
Logs of Soil Borings
B-31
Location or Project 9 33 7 7 ---=--------------------------------
Borings made-by e O , · £ P. Date 7 -/;; -9 .3
Classification System: AASHO ; USDA-SCS ; Unified V----; other ------------
Auger used (check two): Hand ~r Power __ ; Flight , or Bucket ~the; ------
Depth,
in
feet
Boring number ---'-/_3 ____ _
Surface elevation -------
o--~------'---------------l
lo I'
1-
(,,/q_j
2-r---=--------_:,._~----! ;), ~ B /c;c. /C fo/J~o ,1 I
4-
5-
6-
7-
8-
End of boring at 3 feet. -----
Standing water table:
F>!:esent at feet of depth, ----
_____ hours after boring.
Not present in boring hole ~
Mottled soil:
Observed at ____ feet of·depth1/
Not present in boring hole V.
Obsurvations and comments:
Th-e· -!o/J ;; Qer af2 5o,' /
Ctr-e kJI of -rJir's ho/e ..
Depth,
in
feet
Boring number ---------~
Surface elevation -------~ I
0 ----i-----------------.._;'
1-
2 -
3 -
4 -
5-
6 -
7 -
8 -
End of boring at _____ feet.
Standing water table:
Present at ___ _ feet of depth,
hours after boring. -----
Not present in boring hole ____ .
Mottled soil:
Observed at feet of depth. ----
Not present in boring hole. ____ •
Observations and comments:
.
PERCOLATION TEST DATA SHEET
~
Percolation test readings made by• __ /,,_~_-O_. _ _.__F,_,'---'-p_, ______ on ,7--I 5 -9 3 starting at / / ! /0 G>.
(dnr,/ ·'----'---'----'--'--=--p.m.
Test hole location,___9.£..:.3::..,3..::.....!,7__.7(._ ________ , Hole number __ ?..___ __ Date hole was prepared 7-/:::>-93
Depth of hole bottom,___...__/"""'} __ _,_jnches, Diameter of hol---e --'&=--_ _,inches
Soil data from test hole:
Depth, inches Soil texture
C) -; J ,, To/J5'o,' l
I
Method of scratching sidewal,.._.:-;..--_·_·:::;) __ '-_, .,::;= .. ---"5-'c=----"-c'--h-'. c:c...:..._' _-'-.~---_, _____________________ _
Depth of gravel in bottom of hol ? · nches
1 /2,-'. C) ~ ?.,...-
Date and hour of initial water fillin 'l-l ;) -· ::r ·, Depth of initial water fillini,:..g _,_/-=;)===----'inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least ~~ours, __ ..,.:.~_P_~_•_,_-' ·_' _________ _
------------------, Maximum water depth above hole bottom during tes~_;? __ ~·nches
Time Percolation
Time interval, Measurement, Drop in water. rate, Remarks
minutes inches level, inches minutes per
inch
I I; I 'J ?{ h. /I
//;'-(;; 30 I 3/L/ UJ/Lf '-I I '8"' n
11:t./J-y< ~2>/..,,' ' ---:-. (
I); IL/ 3J J '/q 51/J(' 5". 57
/? :/L-j ?" /◊l~~J/ /.
I-;;: 1/1/ 30 c/ 0 5
/-;;J; L/y· "t
"-/ : / Jo /7/~ G Y? Lj, ?9
I
. . \._ ..
.
Percolation rate -5. f G::, minutes per inch.
___ __;_ ________________________________________ _
PERCOLATION TEST DATA SHEET
r--
r7o r:; P, 7,; 3-93 / I ,'/0 ~: Percolation test readings made by--1-,t'L--'-=-'-· _ _..;___,_,___,___,'--_____ on starting at _ p.m. (dat<) '---"--=--....:_=---
Test hole locatio,,,.__9;_.;:5__;:3_7_7 _________ _, Hole number __ ?"'.,c._ __ , Date hole was prepared 7' / ;;) -9 3'
Depth of hole bottorn'---'/_.::;.;i __ _..inches, Diameter of hol.__e --=U=--· __ _,,inches
Soil data from test hole:
Depth, inches Soil texture
0-1) ,--p I ; e> ~'So, I
7
Method Of Scratchl·ng s1·dewal /-h:) ~ 5 C r c .fc-1....-!A '----~-'---------------------------
Depth of gravel in bottom of hole ;;> inches
Date and hour of initial water fillin 7-/ f-': 3 Y-:i;{r;;;initial water fillingJ<.._.!.../_:;> __ -1inches above hole bottom
/C,,,. 3C.'1/ Method used to maintain at least 12 inches of water depth in hole for at least ~ours._--"-~.:..:,-"'--....1..•_ ·-----------
------------------, Maximum water depth above hole bottom during tes.__~~--_.· nche~
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
I I· I I 7' r-;'; I
I I; L/3 J~ 5 Yt/ ;;; Yy /Lj,;);)
/J/t-j--3· 7 Re.r:·t11
I J:/5 ?; J 5 5'/8' ;? 3/8" I 3, 1/ 7
I?; 15 8" /?ef,,'J I
j;J;Lj3 J?' 5 YY ? /¥ / ). ¥l/
/).'t/3 ??
./: I 3· -:,0 1/~? 31/x-J -;;, & 3
'
.. ..
---\_.·
Percolation rate -/). ?5 minutes per inch.
------.. ,-.-·-··-..
PERCOLATION TEST DATA SHEET
-;J O /-, !~ 3 9 @ii) r Percolationtestreadingsmadeby_-'--r_,, _ ___;•=---_,_ _ _;_ _______ on 7-1 -· 3startingat /0 .' ~0 a. ,
/®"' .___,_:::::_....:.._~=--p.m.
Test hole location'--Y.,__2"--?""--7_?=-----------, Hole number. __ ~'----, Date hole was prepared '7-/ ,;>-9 3
Depth of hole bottom I o inches, Diameter ofhol ..... e_G __ -__ __.inches
Soil data from test hole:
Depth, inches
r)-I) ~ r ,, I e,, __ -.0,;
Soil texture
Method of scratching sidewal_.___~/_-':?_-_;_;;,,-_-' __ ,..., _ __.a.s-;_r__,/'--,.. ____ /_,,..,c..;-=:·c....,.!2_cc..'.:.-/_-'-/ _____________________ _
? Depth of gravel in bottom of ho! _______ ...... · nches
Date and hour of initial water fillin 7 -/ ;
7
-::· ..:.;, ·:, B/;th ~f-initial water filling / ,) inches above hole bottom
/(;,
Method used to maintain at least 12 inches of water depth in hole for at Ieas~hour~---,-,-~C_<)_:.. __ -,_/_· ,_., _________ _
-------------------, Maximum water depth above hole bottom during tes __ Y_'. --~·nches
Time
Time interval, Measurement,
minutes inches
lo : '-I~ 7
I I: 13 "3 I '31/?
1;-:;3---'g-
/ / / i.// ;)? L/Yd
ll:t/1 ?
I-;},' I 3 ~;) 1 7 /?
Percolation rate -_--'7.""1_7.;....;::{o;;..__minutes per inch.
Drop in water
level, inches
Percolation
rate,
minutes per
inch
7, 5;)
?,o
7,76,
Remarks
r· .i;
~/ / ,
j.,,~ ,r . .i .
/' , --.-· I
-----. -····---·----
I
\_.,
PERCOLATION TEST DATA SHEET
Percolation test readings made by_...,f~, ·_O__:_. __ _,_F--','-'-P,_. _____ ,on 7-IJ-95 starting at /0 .' t.../0 ~
/tUJtt> '---'-----p.m.
Test hole locario 9 3 ::, 7 / Hole number __ /_(} ___ , Date hole was prepared 7-/ ~-9 3
Depth of hole bottorn..__~/_7 __ ~inches, Diameter of hol .... e --'(:=-_ __,inches
Soil data from test hole:
Depth, inches Soil texture
o -I),,
Method of scratching sidew~ 11 /-/o & 5' C /C h-~
Depth of gravel in bottom of ho! 'J · nches
7 <" 7<• C),:.? f,r::--1' I i
Date and hour of initial water filling -/) -i 3-, Depth of initial water fillin&g_/_.,,,. __ ~inches above hole bottom
/6 ~ ,r. I/ Method used to maintain at least 12 inches of water depth in hole for at least~hours-~~-,:;;;, _____ , _; __________ _
------------------, Maximum water depth above hole bottom during tes~_Y-___ -·nche~
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
/0.' 3 o '? F, 'I/
II :o?' 30 -Jf? 7/? 3~ ?9'
11;0~ ? R~~'1/
II: 39 3/ 71/r CS/r L/9. 00
I;; 3 '.7 ? l?eh·11
I); /0 3/ 73/y 1/~ Lf 9, ~o
/): /0 f.
I}: t/0 3o 71/g-5/g-!/?,00
:
..
--. .
Percolation rate -L/ Z C) 1 minutes per inch.
r
I
'
PERCOLATION TEST DATA SHEET
Percolation test readings made by_,_P...,,_,.....:O~•--..:...F_._, -'-~"""''------on Z-{3 -9 5 starting at / 0 ; '-/ 0
/dat</ p.m.
Test hole locatio,.._---'9'---3--=3~7_7.,__ _______ , Hole numbe . ._r _/-'/ _____ , Date hole was prepared 7-/ ;>-9 3
Depth of hole bottom I 7 inches, Diameter of hol.'--e-...:~::_ __ _,inches
Soil data from test hole:
Depth, inches Soil texture
0-/:;;;>
'li..-_> ~1 P C'.,,. ./'~ : l n -Method of scratching sidewal.1-;__';:c_; ·-=--------"''-' ,~:r-'':....·'_·_· '-r ..::~c:::...::"--'-'---------------------
Depth of gravel in bottom of hol"'-__ ) __ _.·nches
7 C/:00/,,.,.....,
Date and hour of initial water fillin -i) -C:-3 , Depth of initial water filling / ::> inches above hole bottom
/6
Method used to maintain at least 12 inches of water depth in hole for at least4hours--...:..•f3;_:'-?~. _ .. _·"'--'-->-'. / __________ _
9-------------------, Maximum water depth above hole bottom during tes __ v __ ~· nches
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per ,
inch
/O: J9 ? ~'//
/I; 09 jo 37/i 'IY7 --;-,27
II ; oc;; ---.. ? J?J?f';• ~_,,.,..
I I,' tfO 3 / L/YLj 3 /t./ ?". 7 7
//,'t/0 ? ,C,:;, C, II
I ' ._ i "/
/');;/ 3; '-/ 1/8' 31/? ?, 5.5
/'].'// ?
;J:t/1 3o I/ y?-J y;i '?. 57
I
.
Percolation rate -;?, · £& mi.nutes per inch.
r i
PERCOLATION TEST DATA SHEET
r--
Percolation test readings made by_J?<-.....:..'-0.cc....._,__ __ /-......,_, ....,_p--'-, _____ on 7-/ 1'.-9 3 starting at / 0 -' '3 C)
~t
(date) p.m.
Test hole locatio,,..__9"---3_3_7_7 ________ , Hole number _ _,_/_';? ___ , Date hole was prepare-d 7-/ ~-·? 3
Depth of hole bottom~_;./_:'_., _ __.inches, Diameter of hol."'---=(:..-,.,. __ __,· nches
Soil data from test hole:
Depth, inches Soil texture
0-/7
LL-.,I f.; <' I I Method of scratching sidewali.../ _ _,_n...:....<.,/ _YL ___ .J_ ·C.:::....:::/'__::::o.:..--'-/'-.-....:.."'_L.---7='-L---------------------
Depth of gravel in bottom of hole ') · nches
7 q3 1/. oo/-7,,..-... I-....
Date and hour of initial water filling -/ ?· 1 ·, Depth of initial water filling o-inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at leasC-:f hours __ _,_/2...:...€.?-=-.-...:...r:,_, 1_'_.i_· ________ _
------------------, Maximum water depth above hole bottom during test"-_6""~ __ _.inche~
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
lo:?> 7 ?? r·/ I I
I I'-o 7 50 tf 5/;r 3}'~ ~I ?9
I 1·.01 7l' ~,t/11
I I: :3?> 3/ L/ )I;;) 3;;, ?, ?(/}
II: 1~ ? ~f!:-11
/J:o9 '3 I '-/ 1/r J7/r Y,O
' --'-.._...· --
Percolation rate -_. _"i?_._5=--d'---__._m..,.imites per inch.
..,J I-
/'
/
i I
I
' -
. ,.;.
'._,, ..... :-
.;,..r.~.
«/-;. c"
r ..
' --
. ,,' --...
;,
N
a::i
(/)
--
\
\
0 \
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() 1
, I
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r.
r '· '..J,, ,_ ~-"
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7
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cri en
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7
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..._,
,,.,, ~,
... :-":,::.... ~~ •'--~
r-
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! .f /,..--;--
/!
.-~-,.o·
··-.
",; '--
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...O.! * NJ~
i
r'
!
.::!
li1~ a... N:.f cf.
___,~-------
\; ~
j_ -
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\ \:-'-.
-
-..__.~ ... --
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II
.f
FAEGRE & BENSON
2200 NORWEST CEN TER
90 SOUTH SEVENTH STREET
MINNEAPOLIS 1 M INNESOTA 55402-3901
Ms. Jeanne A. Mabusth
Zoning Administrator
city of Orono
City Hall
P.O. Box 66
612/336-3000
FACSIMILE 612/ 336-3026
October 13, 1993
Crystal Bay, MN 55323-0066
RE: Jundt Residence
Dear Jeanne:
[P r
I • '
Thomas M. Crosby, Jr.
Direct Dial (612) 336-31 27
Facsimile (612) 336-3885
Recently I have canvassed various residents of
Bracketts Point to determine whether or not they would be willing
to have their septic systems inspected by the City of Orono this
fall. I advised each of them that the scheduled inspection for
the property would take place in 1994.
To date I have heard from Mrs. T.M. Crosby, Johns.
Pillsbury, Jr., Georges. Pillsbury and A. Lachlan Reed, each of
whom has agreed to have the earlier inspection.
I have been informed by the Reeds that their system was
recently replaced/reconditioned and suggest that current records
should be available in the City offices for their property.
Further, while the Headricks are unwilling to move up the date of
the inspection of their property, they also informed me that
their system was renovated/reconditioned recently with the result
that records should also be available in the City.
Accordingly, I would appreciate your making
arrangements to have the inspections conducted sometime this fall
on the Crosby, John Pillsbury, George Pillsbury and Reed
properties. I have not heard from Mrs. Philip Pillsbury or from
Michael Lynn and expect to contact them soon.
DENVER DES MOINES WASHINGTON, D. C. LONDON FRANKFURT
Ms. Jeanne A. Mabusth
October 13, 1993
Page 2
If you have any questions, do not hesitate to contact
me.
TMC/cfk
MRR080D3.WP5
cc: Ella P. Crosby
Johns. Pillsbury, Jr.
Georges. Pillsbury
A. Lachlan Reed
Mr. & Mrs. James Jundt
Sincerely,
Thomas M. Crosby, Jr.