HomeMy WebLinkAbout1993 - Septic System info -4itv
®.4i, CITY OF ORONO
�- r r .-,' SEPTIC SYSTEM APPROVAL
oA o
s`'~' � CITY of ORONO
1 `l c' Municipal Offices
AteVf
' Post Office Box 66
��� . Crystal Bay,Minnesota 55323-0066
kESHD
LOCATION: 2000 Webber Hills Rd.
OWNER: T.C.F. Bank — Steve Holtze
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
August 6, 1993, Revised
SITE EVALUATOR: Otto & Associates REPORT DATE: August 12, 1993
The City of Orono has Approved your on-site system design as of August 12, 1993
(approved-disapproved) (date)
with the following comments: The existing septic tanks must be inspected to
assure they meet all current codes for construction and capacity before
reuse.
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 *RROON ft Otir-i _____________
By "‘ lir ' ��l'�--�
Stephen W c an, On-site Systems Manager
TELEPHONE-473-7357•FAX-473-0510
IITTO
SSOCIATES
ENGINEERS & LAND SURVEYORS, INC.
August 6, 1993
Pevi6J �a X23
Steve Holtze
T.C.F. Bank Ai`A '
801 Marquette Avenue
Minneapolis, MN 55402
RE: Sewage Treatment System
Site Evaluation Report
Hennepin County, Minnesota
Job No. 93428 — Lot 10, Block 2, WEBBER HILLS, Hennepin County, Minnesota.
Dear Mr Holtz:
The following is a design for a septic system for an existing 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.
faiale,
Edward J. Otto, RLS.
MPCA License No. 964
9 WEST DIVISION STREET - BUFFALO, MINN. 55313 - (612) 682-4727
•
SITE EVALUATION REPORT
For Steve Holtze
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 13 inches of depth in Soil Boring 3. The slope
is about 0%.
The soils at a depth of 12 in Test Holes 1, 2 and 3 have a percolation rate of 41 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 0.83 = 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.
PAGE 2
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.
CONS FRUCTION 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 thc 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 arca of the mound. A
grass cover shall be established over thc entire arca 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 4 feet horizontal to 1 foot vertical (4:1). 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 dcliv.er 45 gallons per minute with a head of at least 20 feet.
An alarm device shall be installed to warn of pump failure, Install the pump control and a
Meyers, Model D.T .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 255 cubic yards of clean sand for under mound is needed.
NOTES:
A. Please sec site plan layout,
B, Typical sections for construction follow.
C-7
E-3&4
E-6
E-12
F-7
PAGE 5
PROPOSED ELEVATIONS:
NOTE: This system is designed to
use existing septic tanks. The
outlet elevation of these tanks
has not been verified. The head
calculation is based on the top
of the proposed pump tank being at
the 96.0 foot cicvation. If
gravity flow can not be obtained
to this elevation or pump tank
the pump tank may have to be
lowered and the head calculations
will have to be revised.
PROPERTY LOCATION:
Lot 10, Block 2, WEBBER HILLS,
Hennepin County, Minnesota.
-
PERFORATED
�;� .` _ LATERALS
•
i.
11 �i•,, _ ,,, ••• >~.:, ; , `;:tmo::;j..
• ;SANDYLOAM SOIL : yf _ �d:tp:2 {•i
LAYER OF GEOTEXTILE • / •
• FABRIC OR 4 INCHES OF '- ' '� ' / �'� "� •
HAY COVERED BY . .,-.:0" ' billy / '
BUILDING PAPER • 1✓ '� ,ir
PIPE /FROM PUMP ►.,: .. �- ./�:'� � �=.. .� j %�
e Wri/0,
. , 3/ li . ..P.,i'lz
, /•.'.,7////.' II//
2 ./
,. ...........
CLEAN ROCK .' �- '„ � ,'
. ._.. ,• ,f / f//., , °� / _. DIVERSION FOR
6" TOPSOIL �' '� % ,�" f� SURFACE WATER
' •
•
` IT '� 9" • MAX .(.�'.
•
• CLESLO .E :. ..�..13 '. ;• ''••!'
SAND "EN
ill S •O.. ..
,o.• 6, `;,,.;i t';:-'..•f,'•.
BR LAY . �`i--� ` _-;; .
OKEN -R lipL.• �: � �•; ,
BA NATUR h.
BRIER ql. :...'-.'.�
LAYER
LAYER OF GEOTEXTILE LOAMY SAND CAP
FABRIC PERFORATED LATERAL
GRASS COVER 6 INCHES
CLEAN SAND FILL TOPSOIL
MAXIMUM SLOPE—. -
3 TO I1`
�" CLEAN ROCK 4'
TOPSOIL PLOWED OR 3/4 TO 2'/2 INCHES
DISKED SURFACE `�i��`ii I% SLOPE
SUBSOIL .
CROSS SECTION A - A
PIPE FROM
PUMPING CHAMBER
\ \ \ \ \ \ � . , I ', / i / 1. I 11I
Y . n • . . / / /
- o
. L :
>-, n
•PERFORATED ' I n
-
• L'ATERALS i I
•I
• i III
'• -
�, y = -
• BED AREA � I cp z
.
I J
, Ca
W W I W • 0
m .
— — I Z _Z I —
20_I ,, opo X _ 20 •
.. INCHES I i v ( INCHES _
-I T _
DIKE MAX.IODIKE
— ' TOTAL W I DTH -
• • • I ii
/ -
PLAN VIEW
v 0
•moi• J4 Yi/ •
'.-• —
ad
I.
' ., .. 2�+; __,T.1/..=:::„.„,...:•-17:47{1741,21".„,S;: :.4 1 .,
[ u. - : - :a? _ . , ;%11044 • i
• IN 1: • -.•'''-• -•-•:;;r'''-:-7%."..-A-.4 .- ).--5--.44-'01-1:-Ws,:`7--ti,-`77/•,-
' >' i - %e''Ittl , -' T ..,....-_•;:44._,.---a- '+i:: re;_ t, l/j
•
;:,,:::::-..::-:::,:•":4;\ R I -C-r . tidy_ i" --.r •..F' l%r �a ,Pe_, _ /
il
RECTANGULAR SEWAGE TREATMENT MOUND
•
: }, f• , -' • 7=w f � -` f DIVERSION CHANNEL
'A " .': -'�" s itOltd� - •/ /� FOR SURFACE RUNOFF
mkt , "s�c�
�� 'SO
". ':K -�' Y--�( r y SLOPE
•
"�"'`� .. _ - • �iljs „'^•4n^`•7``ly` /
% //''„"`__�•--- . J-,,.••.�-: ,;«%.'r ••�,i _
----, :..,,, ,,,,#,_,..,. .:..e........4.. .,.• ...,„ 4-..„..5 ..,...41....
.1r, ,,,,‘„,...:„...... .....i..,.,,,.„,,,,_,...„6....1, „0......-,.. .ke.e._ I
AI
_ 6..,11,-...7,. .....,„...7.... .,,tr......, ?... .„A,.....„.......L.. .. r ...
,--1......,....... .....7...K.r.p17,0 ""':-r":".441 • .f.` 1
.-.'...."...s41.•
•-... 4
I �r ✓ '
4.
• SEWAGE TREATMENT MOUND ON CONTOUR_
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND
6- PERFORATED PLASTIC PIPE
CO
PERFORATIONS SPACED 36" /ON SP
END OSZE CENTER. PERFORATION rI 3 PERFOR
VIEW . /6 �/'/
2"MANIFOLD
PIPE
0 PERFORATIONS ON BOTTOM OF ituffi�`
•
PLASTIC PIPE
L--,
O
_ ( FPIPEFROMIPUMP)
CU
kMP)
u 1%,
•
END CAP 40,, rERA�
LA
lA
FOR
TED 2" PIPE FROM
N
PER A PUMPING CHAMBER
LE
NGrN OF .
_-REDWOOD, CEDAR OR
WATER TIGHT & LOCKABLE ELECTRIC BOX TREATED POST (4 x 4 mIn)
PLUGS OR ELECTRIC CONNECTIONS i_ ____------ALL IDELECTRIC
gOX IC CONNECTIONS MADE
2" PVC CONDUIT SCHEDULE 80 6"SPACE LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED 8( LOCKED SETTLEMENT
SEALED MANHOLE RINGS Nk.
jFINAL GRADE
�� AT LEAST 12" ''v���
UNION
BELOW GRADE
�i —lir- ��._ WIRE FROM POWER SUPPLY
:': 1} PIPE IS LAID ON A UNIFORM SLOPE FROM
PUMP STATION UP TO SOIL TREATMENT AREA
F+_ __ FOR PROPER DRAINBACK
s e
SEALED TANK 'COVER ' IF PIPE AT TANK MUST BE LOWER THAN
UNION TO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN A 14 INCH WEEP HOLE MUST BE USED
WITH ANCHOR ,
ALARM FLOAT ON SEPARATE - WEEP HOLE
ELECTRICAL CIRCUIT
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
START LEVEL 4 . MUST NOT RUN OVER ANY TANKS BUT
�
�� `-- MUST BE LAID BESIDE OTHER TANKS
3 \ .y AND MUST BE PLACED IN CONDUIT
. ALONG POST
SCUT-OFF LEVEL Q
• , � � ELECTRICAL CORDS FROM PUMP AND
FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT = <� CONTACT.
000t
. . . MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW Estimated Sewage Flows in Gallons per day I
(Bpd)
Estimated 2p0 gpd (see pages D-7 or I-3, 4, 5) Number
of Type I Type II Type III Type
or measured gpd x 1.5 = Bedrooms IV
2 300 225 180
B. SEPTIC TANK LIQUID VOLUMES 3 450 300 218
4 600 375 256 o(th
gallons (see pages C-3 or C-5) 5 750 450 294 is
P g 6 900 525 332 �y,e 1.
7 1050 600 370 1
8 1200 675 408 cameos
C. SOILS (refer to site evaluation) -
1. Depth to restricting layer = 1 -1
inches Septic Tank Capacities,in gallons
2. Depth of percolation tests = 12
I^ inches Number of Minimum Liquid Liquid capacity with
Capacity garbage disposal
3. Percolation rate Al mpi 2orkss 750 1123
3 or 4 1000 1523
4. Land slope e---s., 4 or 6 1500
7.8 or 9 2000 2203000
over 9
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x - (�O(s) =
C gpd x 0.83 sq. ft./gpd = .1--%(-D sq. ft.
2. Select width of rock layer (10 feet or less) = )0 ft.
3. Length of rock layer = Area _Width =
90 sq. ft. _ l'O ft. = SO ft. Rock Bed
r.:.r:,r.f:�:�;:•t+:•lel.'•1�l•l I
• l 1l t•: •1 f lel.• •f`:
:ti ti { ti ti .ti ti ti `1, idth 510 ft.
•ff•ft-•~• ff• •f• f•f ff 1
E. ROCK VOLUME )!--- Length
1. Multiply rock area by rock depth to get cubic feet of rock;
sq. ft. x 1 ft. =i cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd.to get cubic yards;
Soo cu. ft. + 27= 19 cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
1C? cu. yd. x 1.4 ton/cu. yd. = 2-1 tons.
F. ADSORPTION WIDTH Absorption Width Sizing Table
1. Percolation rate in top 12 inches of soil is mpi Percolation Rate Gallons Ratio of
2. Select allowable soil loading rate from table on page E-; in Minutes per Soil Texture per day per Absorption width
t7.' l gpd/f t2 - _ Inch(MP1) square foot to Rock Layer
Width
3. Calculate adsorption width ratio by dividing rock layer Faster than 0.1• Coarse Sand ----- ---
0.1 to 5 Sand 1.20 1.00
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 0. o5ss S 0.60 2.006 1a � 0.79
1.20 gpd/ft2+ 050 gpd/ft2= Z Z . arc) 131to45 Silt to 30 Loam 0_5600 22,'400.
Check this value ona e E-16. 46 to 60 clay Loam 0.45 2.67
P g• 60 to 120 Clay 0.24 5.00
4. Multiply adsorption width ratio by rock layer width to get Sloesthan Clay - • -
required adsorption width;
2r4to x to ft =ZZ-i- ft ,
1
C. DOWNSLOPE DIKE WIDTH
1. If landslope is 2.9 percent or less,basal width includes both the
upslope and downslope dike widths,
2. Calculate minimum mound size based•on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation feet
b. Multiply rock Iayer width by landslope to determine drop
1 row[ovn,<''
in elevation; Slope Difference _ E "R«A,4
ID x 0 % �' 100 = 0 feet ,,,,,-,I,:..,,,,:..nt ,, ."
c. Add depth of clean sand depth of clean sand for Upolop.kit -� . ' f "1„1t;s r;;mi'' .:
separation at upslope edge (2a) to depth of rock layer to Rod Did 0� °'`°P
rock depth and the depth of cover to find the total mound `ft" p••M•r
height at upslope edge of rock layer; �`"..
2- ft + 1ft +.1 ft = 4 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of, 4, 0 Z.sox Io: 1040
e, Multiply dike multiplier by upslope mound height 4x B IS= 5z45
to get upslope dike width: , 0"x er = J CD feet 41410x K. r. 6ett.
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height . 4t.' + ) = 4- feet CP88$ +z-7ic z554-
g. Enter table on page E-18 with landslope and downslope
dike ratio. Select dike multiplier of .4- •
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: 4 x4- = l feet
i. Mininmum mound width is the sum of upslope dike
width plus rock layer width plus downslope dike width; .• ; rrr{;r; r{ :/: '... ;ti{::'{ , :::{•'`;: ::r,;.; :.:
l ft = t;c (o;easgwdik
+ t O ft + I� ft feet R« lScd'tiVidlh� �'�: . . . . . .. . _L�... ...;{:.
,.:..,..;;;,t.,,,,,..„;;;.;;;;;,..;;;,:,,::{ '+?ti'ti tiff�1 5:'''�'��y''''"'�•�: '; •
j. Subtract the Minimum width G.i from the Absorption - - - -:.,: - :,.. 4.
width F.4 to find the Additional Downslope required for = •..•_,.:_.._ :.:;;;
Absorption vpsbpe6i61 •'dth 1::`'•;,:;..v:.4,, ...upsiopeDau:w�ath
ft- ft = feet .::1,4,h0.,....,..,...0,...4."....,......-......;;,
�Y ;;r{;}.." r'•,}r:;�r'•:'•r ,•::ti'r r ti.;r':•.+:. ,::,..
k. Add the Additional Downslope required for Absorption;::;;�,., .;r, ':r, ; :iW1io D,'3ia'FV►d111 ` �;
the Total :11.:1;10:1;::,4:;•;:::,0i':.;::."yq`"" .r"
to the downslope dike width and recalulate "{' { '''' : :• :'; ' ' K.C. ' : .r`''c
dike f {t.• r{ ::• ;{ , �:r,+r{;;,;;, : '.;,?;:;+;�� trr•+�tirtti{ '
Mound Width which is is the sum of upslope ,' t:::
'.,:N1r%1:%,:1:%t:•r 1;' '.tir::.r:......r:;r::.•:::%:;rr.,r.,r.;I:r
width plus rock layer width plus downslope dike width " `'
'ft + ft + _ft = 42. feet Tout Length_,_,.__
1. Total mound length is the sum of upslope dike width
plus rock layer length plus upslope dike width;
Ifo ft+ SO ft +J19_,ft = 251 feet
..wns opo Ile:opo
3:1 4:1 5:1 4:1 711 3.1 4:1 6;1 7:1 8:1
%slop.
0 3.0 ,A,Q_ 5.0 6.0 7.0 3.0 4.0 5.0 60 7.0 8.0
1 3.09 4.17 5.26 6.38 7.53 2.91 `3W' 4.76 5.60 6.54 7.41
2 3.19 4.35 5.56 7.32 216 2.75 3.57 4.13 S.6 8.79 6.45
3 6,14 6.90
4 3.41 350 476 6.2.1
5 343 5.00 6.67 1� 107 2.9.72 61 3.33 4.00 4.62 5.9 5.3.45 447 4.84 5,46 71
6 346 5.26 7.14 9.38 12.07 2.54 3.23 3.15 4.41 4.93 5.41
• 7 3.80 554 7.69 10.34 13.73 2.48 ' 212 3.70 4.23 4.70 513
•
1 395 5.81 8.33 1154 15.91 2.42 3.03 3_57 4.05 4.49 4.88
9 4.11 6.23 9.09 13.04 18.92 2.36 2.94 3.4.5 3.90 4.30 4.63
10 429 6.67 10.0 15.00 2333 2.31 2.86 3.23 3.75 4.32 4.44
11 4.48 7.14 11.11 17.65 30.43 2.24 2.75 3.23 3.61 3,95 426
12 449 7.69 1230 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4,01
END PERFORATION OF A PERFORATED LATERAL
PRESSURE DISTRIBUTION SYSTEM
Grow cover
,c ,_ r
w
.1 ` ToDsoll
.vv
1. Select number of perforated laterals
Layer of Geote:rile Fabric (or four-
... Loamy Sand Layer inch toyer of hay or straw covered
with red rosin paper)
2. Select perforation spacing = 2 r'D feet R . 'a I Perforation Grilled Horizontally
t •• c.I Into COD Near Top
a ,` At Least 12�to Edge
v r Plus
Oroln Field Rocko .7.4.'4. of Rock Layer
3. Since perforations should not be placed closer than 1 ft. to • • �'_P�rIarallon,Located at
the edge of the rock layer (see diagram), subtract 2 ft. from Clean Sand Layer Bottom of Lateral
the rock layer length.
4.Original Soil Properly Scarified
5C
/� Before Placing Sand Layer
Rock layer length - 2 ft. = �i S feet
TABLE OF PERFORATION DISCHARGES IN GPM
4. Determine the number of spaces between perforations. Head Perforation diameter(inches)
Divide the length above by perforation spacing and round
down to nearest whole number. y/n t/' .
1.0a 0.56 0.74
Length perf. spacing = `)c ft. - 25 ft. = ri spaces 1.5 0.69 0.90
2.0b 0.80 1.04
(#3) (#2) 2.5 0.89 1.17
5. Number ofperforations is equal to oneplus the number of 3.0 0.98 1.28
q 4.0 1.13 1.47
perforation spaces . 5.0 1.26 1.65
aUse 1.0 foot of head for residential systems.
1S spaces + 1 = 20 perforations per lateral bUse 2.0 feet of head for other establishments
6. Multiply perforations per lateral by number of laterals to
get total number of perforations.
--� "� Table 2
3 �.eJ _ Maximum allowable number of quater inch perforations per
laterals x perfs/lateral �� perforations lateral to guarantee<10%Discharge variation
arfer•(��;)"ch4I 1.25 inch 1.5 inch I 2.0 inch
7. Determine required flow rate by multiplying 2.5 14 18 28
number of perforations by flow per perforation 3.0 13 17 26
3.3 12 16 25
4.0 11 15 23
rte, O _ 5.0 10 I 14 22
perfs x gpm/pert - gpm.
sY+✓0.o LOWED at•CNr or Memwe MT.efl TTX.
8. If laterals are connected to header pipe as shown on upper
example, select minimum required lateral diameter from -m.
table 2; enter table with perforation spacing and number _____
of perforations per lateral. Select minimum diameter for �. "f ,�..
perforated lateral = inches ✓,,..--- u-
\/
9. If perforated lateral system is attached to manifold pipe near
the center, as in lower example, perforated lateral length and
number of perforations per lateral will be approximately one 9, """"'
~�
half of that in #6. Using these values, select minimum 3z.r.,r 1• "
diameter for perforated lateral from table 2 R---
perforated lateral = 2. inches
l\w\ � ,mer, .
yam',
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
END PERFORATION OF A PERFORATED LATERAL
Gravity Distribution
1. Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of . ,,- --Oraes cover
water use rate. ��``%``J
���� Topsoil �� \
2. Maximum suggested for delivery to a drop box of a home system is 2,700 - • ... :..- yam of maloaf;1. Fa�ri� c�lam
gallons per hour(45 gpm) to prevent build-up of pressure in drop box. Loamy Sand Layer r ...Inc„layer o1 hay or situs covered
with red rode poser)
0r�•. Parforlotion Drilled Horizontally
Pressure Distribution - into cap Near Top 2 q
•.y/:Plus �1i Al Least 1 'to Edge
3. a. Select number of perforated laterals of Rock Layer
.'Drain Field Rock:: .�
.;.
b. Select perforation spacing= ft. Perforations Located al
c. Subtract 2 ft. from the rock layer length. clean Sand Lora Bottom of Lateral
Racy Layer len -2 ft.= ft. .:g .
y $t n Original Sod Properly Scarified
Before Placing Sand Loyer
d. Determine the number of spaces between perforations.
Length perf.spacing= ft.+ ft.= spaces TABLE OF PERFORATION DISCHARGES IN GPM
e. spaces+ 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(inches)
get total number of perforations. yin I/r
Iaterala X per„ ,eras= perforations.
1.0a 0.56 0.74
15 0.69 0.90
g. pia X gpm= gpm. 2.0b 0.80 1.04
�( gpm 4.0 11.1133 2.5 0.89 1.17
SELECTED PUMP CAPACITY `T5 3.0 0.981.28
I.47
5.0 1.26 1.65
B.Determine head requirements: aUse 1.0 foot of head for residential systems.
1. Elevation difference between pump and point of discharge. bUse 2.0 feet of head for other establishments
(3 feet
2. If pumping to a pressure distribution system,add five feet for pressure
required at manifold
5 feet
3. Friction lossPipe Length
I I'
a. Enter friction loss table with gpm and pipe diameter. Point of Discharge
Read friction loss in feet per 100 feet from table.
F.L.= 5 28 ft./100 ft of pipe Elevation Difference
b. Determine total pipe length from pump to discharge • Pump
point. Add 25 percent to pipe Length for fitting . - -
loss,or use a fitting loss chart. Equivalent pipe F-18b
length-1.25 times pipe length= 1.5 inch 2.0 inch 3.0 inch
3 S x 1.25 = 44feet gpm Friction lass per 100 R of pipe
c. Calculate total friction loss by multiplying 10 0.69 0.20
friction loss in ft/100 ft by equivalent joipe length. 12 0.96 0.28
Total friction loss= 4"a\-- x 3,2 i +100= feet 14 1.28 0.38
4. Total head required is the sum of elevation difference, 16 1.63 0.4818 2.03 0.60
special head requirements,and total friction loss. •
- 20 2.47 0.73 0.11
25 3.73 1.11 . 0.16
13 + 5 + 2.- 30 5.23 1.55 : 0.23
35 7.90 2.06 • 0.30
(1) (2) (3c) 40 11.07 2.64 0.39
45 14.73 3.28._ 0.48
TOTAL HEAD Z-C) feet 50 3.99 0.58
55 4.76 0.70
60 5.60 0.82
C. Pump selection
1. A pump must be selected to deliver at least gpm (Step A)
with at least feet of total head (Step B).
Lags of Soil 11911n s B-31
Location or Project C,75q2e1742 e
Date �" 3 r S 3
Borings made- by PC)• ,Z--, P 1--' -; other
Classification System: AASHO USDA-SCS — Unified ✓. other
Auger used (check two) :
Hand or Power ; Flight , or Bucket
Depth, Boring number
3 Depth, Boring number '7
in
in Surface elevation
Surface elevation feet
feet
0 0 i
r (40r / - %J
--I r
4 — l//0w✓ - �? /nf - jc? 0' 4
5 —
3 /0Je, ✓00 v/' 5
6 —
6 -
7 —
7 —
8
8 — —
End of boring at feet.
End of boring at --I feet.
Standing water table:
Standing water table: feet of depth,
Present at
feet of depth, Present at
hours after boring.
hours after boring. !/
Not present in boring hole
• Not present in boring hole
Mottled soil: ,,,,c,;,�`
Mottled soil: � !�of depth.
Observed at
feet of depth. Observed at _
Not present in boring hole
• Not present in boring hole
Observations and comments:
Observations and comments:
';2-9-12-2-f-§211-1-39-Y-14-6-1s
B-31
Location or Project 93 V P 8 b '" / i 2. e
Borings made. by PO -
I , P Date, 2' 3- 9 3
• USDA-SCS ; Unified 1-..."'" ; other
Classification System: AASHO ,
Auger used (check two) : Hand t../ror Power
• Flight or Bucket 1'1 other
Depth, Boring number Depth, Boring number
in - in Surface elevation
Surface elevation feet
feet
0
' PQ, g /% !aw r ;7,J/
1 —
1 ___L.7_2_, joL=f� o
d J
o,___„-:
2 2 —
g,,, c_ /Q.,
3 —
3 —.�.� r Fr'Ot-,-, /! cb,-, AO/%,
4 —
�?• 9wr, 5 o,) , J/a ..--V1
4 —
f7✓0c.) ✓' 5 7-4') ^'`" 5 —
5 --�
6
6 — —
7 —
7 — ,
8
8 — —
End of boring at
feet. End of boring at feet.
Standing water table: Standing water table:
Present at feet of depth,
Present at feet of depth,
hours after boring. hours after boring.
Not present in boring hole _•
Not present in boring hole
•
Mottled soil: Mottled soil:
-?ilc Observed at feet of depth.
Observed at ) 3 MO of depth.
Not present in boring hole • Not present in boring hole •
Observations and comments:
Observations and comments:
PERCOLATION TEST DATA SHEET
7"
f
Percolation test readings made by /-` 0' on F_ L/- 93 starting at
5
(dale) p
Test hole location
93 9a Hole number / ,Date hole was prepared o - 3 - 93
Depth of hole bottom. I ? inches,Diameter of hole (.0 inches
Soil data from test hole:
Depth, inches Soil texture
,, nay ,
C) - co /c,�
Method of scratching sidewall /"'J ''� !.:-.` /c--•_C "�
Depth of gravel in bottom of hole inches
Date and hour of initial water filling , Depth of initial water filling inches above hole bottom
is
Method used to maintain at least 12 inches of water depth in hole for at least-4 hours
, Maximum water depth above hole bottom during test inches
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
, • o` J
D : 55 36 G3/F / 9s7 I ?-, yCo
X 55 S � , i
. '3 o G./2 / Ya 0, v .,
�� e
J J
. : 55 3o 0 % / Ya PG. o
Percolation rate = 1'7 inutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by r' 0 on_ .?-- y 9 3 starting at 7' Sm�,
�/ (date)
Test hole location 43 /,7 ? , Hole number , Date hole was prepared 8' 3 43
Depth of hole bottom / a inches, Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
Method of scratching sidewall !'-'� •-` -' ~"`'` 4
Depth of gravel in bottom of hole f inches
Date and hour of initial water filling - 1 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 .hours /c-->
, Maximum water depth above hole bottom during test inches
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
a ; 5C 3 0 6 6/z 1 3/ /. 8
3 : ; c 3 0 6 7g / .6•, 7
G
'3o 63/y � /v ay, a `'rte
3 . 5
3 : 5-C" 7
// : 2 G 30 G f? t Yi 26. 6 7
v
Percolation rate =___J 5. 77minutes per inch.
PERCOLATION TEST DATA SHEET
P
!✓ G, 2a.m.
•
Percolation test readings made by on - /- 9 3 starting at �,00.
`.7/ (dare)
?
Test hole location-9 J F , Hole number 3Date hole was prepared �- 3- 3
Depth of hole bottom / d inches,Diameter of hole 6-• inches
Soil data from test hole:
Depth, inches Soil texture
C, -
� rr
Method of scratching sidewall 7 _..> �= v"� -7-c.: �. ,
Depth of gravel in bottom of hole "�
inches
Date and hour of initial water fillinv• - , Depth of initial water filling / '1 inches above hole bottom
& /72
Method used to maintain at least 12 inches of water depth in hole for at least,hours
, Maximum water depth above hole bottom during test .. inches
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
; 5' '7 3 c? y a y
a : 5' 7 - iz , //
31 2 7 3 0 s/i& '//(.0 V 3 . 6
3 : 27 8 ,ee-F.,-, /
3 : 5 7 3G 7yy Vy yd
3: 57
y- 27 30 -7 /y ,/y 1/0
Percolation rate = L/ 1 a I minutes per inch.
Lo s of Soil Borings B-31
Location or Project . 3 a J / A.
Borings made by . 0 F.
Date F^ 3- 23
Classification System: AASHO ✓ ; USDA-SCS ; Unified
1.---'*--; other.
Auger used (check two) : Hand , or Power
• Flight , or Bucket `other
Depth, Boring number ( Depth, Boring number
in - in Surface elevation
f
feet Surface elevation feet
0 -, 0
f• _ MI. -1 C'' ' LP' /QEF Zfio,- �a `n.',
J
2 — !7 //`-t-; , 2 /,?i r c > f�/� .tJ/7
1 `-
‘.7I
3 — 3 — /meq:--•
/02f
4 — 4 —
5 5
6
6 —
--L-
7 — 7 —
8 — 8
End of boring at
5 feet. End of boring at 5 feet.
Standing water table: Standing water table:
Present at feet of depth, Present at feet of depth,
hours after boring. hours after boring-----.
Not present in boring hole
Not present in boring hole ` •
Mottled soil: J„4tips Mottled soil: Y/—a4._
Observed at l2, 4Aiir
of depth. Observed at /17/ Andt of depth.
Not present in boring hole • Not present in boring hole
•
Observations and comments: Observations and comments:
. .
:_ .. . ,.. .
S��� PLANo - (V
. M
w
G 1f
. . . O•q
II <w p O
> .
•
• Q o N 3
111- • f ,
5-,. :-'73
C0C 7�h m
/ ,/
W 1 O 3 m
O y
w
I Q
Triple Birch Triple Ash
/Twin Birch
100
: ()) 0
.,.ea 104 .� i8"Boxelder 92.
43
10. `� 1 8" Ash .....
a
108 3.5
S.8.4 ��. � 8" BoxelderTH.3 00
^�� •
t p 0 PROPOSED ELEVATIONS:
. ( '
p CO
:<7 N :
s u
::—
'5.17. 6'O4,pVC PR 0 D o O NO II,: This system is designed to ,, ��'
Install 1000 gallon / ! ,..w
, yO
EXISTING • Pump Tank // use existing septic tanks. The �q
t{pUSE i o / S .3 TH.2 outlet elevation of these tanks o4 ��
..r-Exlsttn well O has not been verified. The head '° •
2"P.V.C. � I..,a 'm p°
1 ._ Z calculation is based on the top
, 'j�� / of the proposed pump tank being at
APPROXIMATE EXISTING SEPTIC �` STING
TANK(S)MAY BE USED IF IOW EXI AGE T • 0 0 the 96.0 foot elevation. If
INSPECTED AND APPROVED BY • EXISTIN GAR 1 4i° I gravity flow can not be obtained
THE CITY OF ORONO. IF THESE DRIVEWAY �O8 r UND : ' to this elevation or pump tank W
TANKS ARE NOT ACCEPTABLE A _ I lCO
MINIMUM OF 2-1000 GALLON TANKS 13" tree
e l ; the pump tank may have to be N
SHALL BE INSTALLED `o' at.. o �_ ___ _ __� lowered and the head calculations �. 0
.�// ` \oti �o BENCH MARK: will have to be revised. J
/ S.g� F_xlsfing I Ff. Spike in a 6"Ash O —
/ (\\ wide bicycle troll i .
umed Eleva .00 PROPERTY LOCATION:
_Amoy_be_compacted) - - I Asstion 100
-
Lot 10, Block 2, WEBBER HILLS, 0
• ______A__Io
1 Hennepin County, Minnesota. W. = a
e \
WEBBER HILLS ROAD - ,4.,,,p.,,..-,,,,,, - ` w:__.�
•
or - r tJ J
to
3�a -
_ _ _ F-' A[__ C3'/Edo ,Ai:, :- _.. i
({. .' iS i .,1 __D J - .
f!1
r C CG' o ( your .lac r.. :�Il io.1`JJ,i tc.e c '-c i ! _ see
!i f i_ C,_.; ?:'? ...tit:, ..1! 32:.C'i..- L- .i!;i„ •x c`6 f.i.. '�,
•
:iii,..'•.. :n:.iud..17 ..3(,?;: x.o t�71:...&fly (1y'�.: .n tn:a re,ie 'A I I
''~L,r ii-!;C. -LAlNi JET ON SiT. , N.t_? Tir.ir> iiL. i 1
Ii
e 0 1
SITE PLAN r
1 4,, N
. . co
a -5m
i O—
•
74 i
-\_
v 1§
311.3: _
�W
•
f
(Triple Birch ..„
Triple Ash
/Twin Birch ie4
100 � �
-.am. : ,„
.. i8'Boxeider 9
Y • p
- 8"Hoxelder--- TN 3__ - o 0
( • S.B.4 lel. i''''; :\It-c-3
ill" i _ Q 1 "-
13.3.
0 PROPOSED ELEVATIONS: ;y�m
. 1116
•
4 1 S.3. •Y y
�'�- �'�O PR 0 " D o O NO i E: This system is designed to g; y
Install 1000 gallon 1 , •
�SN1GT'P Tanker t Cr use existing septic tanks. The •
�' "�
HOUSE
+ o° •s .3 1T}i2 outlet elevation of these tanks o'
�..-Exlstin well • t Q has not been verified. The head L `��' s
����2'PL.C. I t .- ■ A. a
blob. Z calculation is based on the top
APPROXIMATE EXISTING SEPTIC `'` ��
/11-) tof the proposed pump tank being at
TANKfS) MAY BE USED IF �sT1NG T}i1 o •
the96.0 foot elevation. If
INSPECTED AND APPROVED BYGARAGE t o
THE CITY o� oRotvo. IF THESE E�asTw` p 0 gravity flow can not be obtained Y
CCF- ••el • DRNEwAY �O' ! 11111
p � to this elevation or pump tank
MINIMUM OF 2-1000 GALLON TANKS / i `
SHALL BE INSTA! t Fp \ 13" ►r-• ot the pump tank may have to be N
ILL i;�iu -�.Cni�: Ui' �C� -° `o° 1 , -1D ;�, Fv!1�' J� lowered and the head calculations �.
t7k puh+f c / 81' ` Ex;� u L, BENCH MARK will have ro be revised. •
sell Existing' Ft. tt
r9 wtde bicycle trot! i1� Spike in a e Ash O
__ _ _ •••y. mp,ic ,� � Assumed Elevation 3 100.00 PROPERTY LOCATION:
lic
----1....--M\ �, Lot 10, Block 2, WEBBER HILLS, O
t 1 Hennepin County, Minnesota. (I.f G
WEBBER HILLS ROAD �,�'0ric P�`c-pg LfNs
cn
,, „ • q ,.�SGS FLAF .:5� rlLy St�i -
'N.SPEGTO Pr .d.P/Alri 41 ./ �,Azof s r� '^�
IL
aft
/ APPROVt ti .4y._t;, ,� .�. ,-i%} l
r..� 11
NOT �.PPk='vt:.. — , _ _, _� ;1T - E • -
• hese comments are , ✓1 I gg
full compliance with all _':3 '
applicable i urtdirq & zon nq C �. 1
ements inciC:;�:; stems not pec r,Cally nice' v:a� C t
. c�' Ti--ii ; ; y STET ?F`,.: Si '