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SSOCIATES
ENGINEERS & LAND SURVEYORS, INC.
Dr. Hamad Sajjadi
507 Ferndale
Wayzata, MN 55391
RE: Sewage Treatment System
Site Evaluation Report
City of Orono,
Hennepin County, Minnesota
J U L' 3 0 1993
July 29, 1993
Job No. 93416 - Site Evaluation in Section 36, Township 118, Range 23, Hennepin County,
Minnesota.
Dear Dr. Sajjadi:
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.
_
Edward J. Otto, R. S.
MPCA License No. 964
9 WEST DIVISION STREET - BUFFALO, MINN. 55313 - (612) 682-4727
SITE EVALUATION REPORT
For Dr. Hamad Sajjadi
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 29 inches of depth in Soil Borings 1, 2 & 3. The
slope is about 8%.
The soils at a depth of 12 in Test Holes 1, 2 and 3 have a percolation rate of 10 minutes per
inch. All neighboring wells arc located more than 100' away from the proposed treatment area.
NOTES:
Keep all heavy ^quipment 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 tmating
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 hoc 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 hoc 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 placcu 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.
. and 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 28 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 inchei 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.
Gco-Tcxtilc 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 G inches at the sides.
Sir 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 arc 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 23 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, 18.5 cubic yards of rock would be required.
SAND REQUIRED:
Approximately 258 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
PAGE 5
VERTICAL SIDEWALL SEPTIC TANK
AT „LEAST
I4 DIA.
MIN �J.AT LEAST I"
e:. ,
a
-�JI A
B
I
AT LEAST
3"
DIMENSIONS FOR TANKS
WITH
VERTICAL SIDES
WIDTH W
24" MINIMUM
LENGTH L
2 TO 3 TIMES
THE
WIDTH
DIAMETER
60" MINIMUM
DEPTH, D
30" MINIMUM,
78" MAXIMUM
A
0.2 D
8
6" MINIMUM; 0.2 D
MAXIMUM
C
0.4 D
AT LEAST
NOTES:
1 . SANITARY TEES AT LEAST 4 INCHES IN DIAMETER
2. THERE SHALL BE ONE OR MORE MANHOLES, 20"
LEAST DIMENSION AND LOCATED WITHIN 6 FEET
OF ALL TANK WALLS.
3. AN INSPECTION PIPE OF AT LEAST 4 INCITES
DIAMETER OR A MANI IDLE SHALL BE LOCATED
OVER BOTH THE INLET AND OUTLET DEVICES.
THE CENTER LINE OF THE INSPECTION PIPES
SHALL BE T'HE SAME AS T14E CENTER LINE OF
THE BAFFLE OPENINGS OR SANITARY TEES.
FINISHED GRADE
AT LEAST
6" TO I " SOIL 4" D I
COVER
AT LEAST I"
r a i
A
C
4 FEET
A THIRD INSPECTKA PIPE MUST BE LOCATED
BETWEEN THE INLET AND OUTLET BAFFLES.
4. MANHOLE COVERS SHALL BE LOCATED WITHIN
12 INCHES BUT NO CLOSER THAN 6 INCHES
BELOW FINISHED GRADE AND COVERED WITH AT
LEAST 6 INCHES OF EARTH.
5. SEPARATION DISTANCE BETWEEN END OF INLET
PIPE AND NEAREST POINT ON BAi_FLE SHALL BE
NO LESS THAN 6 INCHES OR NO MORE THAN 12
INCI IES.
6. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION
A IS 0.15D AND DIMENSION C IS 0.35D.
0
PERFORATED
LATERALS
SANDY LOAM SOIL
I.: lit
LAYER OF GEOTEXTILE
FABRIC OR 4 INCHES OF
HAY COVERED BY
BUILDING PAPER
11/ 14 OR 2"
PIPE ROM
PUMP
3/1 2
CLeAN BOCK
DIVERSION FOR
6* TOPSOILS SURFACE WATER'
Poe
9
% s
• 12
AND
SRO� cSAY6PCLoEAN�
EN up
S NATURAL
ARRI
ER LAYER
E-4
LAYER OF GEOTEXTILE
FABRIC
GRASS COVER ---
CLEAN SAND FILL---,.,
MAXIMUM SLOPE �R_
3 TO I
LOAMY SAND CAP
—PERFORATED LATERAL
6 INCHES
TOPSOIL
r - CLc�►N ROCK
TOPSOIL L PLOWED OR 3/4 TO 21/2 INCH
DISKED SURFACE
SU8501L
CROSS SECTION A - A
—PIPE FROM
PUMPING CHAMBER
i l 1 1 ! 7 l l
u., 1 Ali l lily Y n �
• o
'—� -
PERFORATED In
LATERALS i I
BED AREA
Z
I _j ..
i t ,
A 12 ; W I —
i Z i ? �
20 I o ---o I 20
INCHES I i INCHES _
I
DIKE OMAFEET X� DIKE _
TOTAL WIDTH
PLAN VIEW
LOPE
RECTANGULAR SEWAGE TREATMENT MOUND
DIVERSION CHANNE
FOR SURFACE RUNOFF
-SLOP-E
SEWAGE TREATMENT MOUND ON CONTOUR
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND
PERFORATED PLASTIC PIPE
PERFORATIONS SPACED 36"
ND ON CENTER. PER.FORAT ION
VIEW SIZE 1/4"-
PERFORATIONS ON BOTTOM OF
PLASTIC PIPE
END CAP 10"
LEN�rN
oN S�A�ING
Pc froRAr!
16
f2"M PIPE LD /
�p1ERAL
OF PERFORMED
( ALTERNATE LOCATION
OF PIPE FROM PUMP)
Z` PIPE FROM
PUMPING CHAMBER
WATER TIGHT a LOCKABLE ELECTRIC BOX
PLUGS OR ELECTRIC CONNECTIONS � .r.
2" PVC CONDUIT SCHEDULE 80 _ — L
MANHOLE COVER CHAINED a LOCKED-1 6" SPACE
SEALED MANHOLE RINGS
UNION
SEALED TANK -COVER
PLASTIC ROPE OR CHAIN
WITH ANCHOR
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT---\
ti
sI9.RL LEY V_
3uy
S H UT-0f LEVELS
PUMP CONTROL FLOAT
REDWOOD, CEDAR OR
TREATED POST (4 x 4 min)
ALL ELECTRIC CONNECTIONS MADE
INSIDE BOX
LOOP OF POWER CORD FOR
SETTLEMENT
FINAL GRADE
AT LEAST 12"
BELOW GRADE
WIRE FROM POWER SUPPLY
-PIPE IS LAID ON A UNIFORM SLOPE FROM
PUMP STATION UP TO SOIL TREATMENT AREA
_,- FOR PROPER DRAINBACK
IF PIPE AT TANK MUST BE LOWER THAN
UNION TO GET ELEVATION FOR DRAINBACK,
A 1/4 INCH WEEP HOLE MUST BE USED
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 CANNOT HAVE GROUND
CONTACT.
M
I
v
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated (,oyo gpd (seepages D-7 or I-3, 4, 5)
or measured gpd x 1.5 =
B. SEPTIC TANK LIQUID VOLUMES
gallons (see pages C-3 or C-5)
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = 2"I inches
2. Depth of percolation tests = r Z inches
3. Percolation rate 1 o mpi
4. Land slope S %
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: Daily Flow x /on =
&;iJ gpd x 0.83 sq. ft./gpd = -'o sq. ft.
2. Select width of rock laver (10 feet or less) = /G ft.
3. Length of rock layer = Area = Width =
Seo sq. ft. + /o ft. = ,5(D ft.
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock;
sq. ft. x / ft. = -42y cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
cu. ft. + 27 = -/5-15'cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
2. S cu. yd. x 1.4 ton/cu. yd. = Z-� tons.
F. ADSORPTION WIDTH
1. Percolation rate in top 12 inches of soil is LO mpi
2. Select allowable soil loading rate from table on page E-;
0'"7! gpd / f t2
3. Calculate adsorption width ratio by dividing rock layer
loading rate of 1.20 gpd/ft' by allowable soil loading rate;
1.20 gpd/ft2+ 0,79 gpd/ft2= /.G2
Check this value on page E-16.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
/,,52- x / ft = /S.2 ft
Estimated Sewage Flows in Galluns per day
Qpd)
um ber
fiedr f
Type I
Type Il
Type lit
Type
2
300
225
180
3
450
300
218
6"
4
600
375
256
°f A.
5
750
450
294
rv<.
6
900
525
332
�r•1•
7
1050
6W
370
m
8
1200
675
dog 1
cd-
Scp.c T..k Capcil" i. aad-.
N-bv of
%fi. u n t.ig..d
I..qud c.pac.ty voa
11.dr.nm.
Cray
area. d�poaal
2 a le..
750
1125
5 a. •
1000
150o
4.6
1500
2250
7.1 or 9
20M
3000
.19 9
......
Rock Bed
• {.� • ti.ti.�.., . ti.ti.t.ti.ti.�. Midth S10 ft.
• Length ---i
Absorption Width Sling Table
P01010d a Raw
is Min.ttltt per
Inch ("r I
Soil Teatafe
Gallon.
per day per
,gore root
RYb of
Ahaa 01- width
to Rock Dyer
Wdlh
Parr 6" 0.1 •
caarac Sand
a I to 5
sad
1.20
1.00
0.1 IDS ••
Piss Sand ••
0.60
2A0
6w15
Smdy ts
0.
2
16 to 30
Loom
o
2.W
31 io 45
Sik Lam
0.50
L40
46,060
Clay Lars
0.45
167
60 to 120
CLy
0.24
5.U0
S101111e►thrr
clay
-
-
120
G. DOWNSLOPE DIKE WIDTH
L If landslope is 3% or more, subtract rock layer width from
adsorption width to obtain minimum downslope dike toe for
absorption:
/5.Z ft - /O ft = 5• Z feet
2. Calculate minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation l feet
b. Multiply rock layer width by landslope to determine drop
in elevation; Slope Difference
/O x ;_% i 100 = 0, feet ems,---
c. Add depth of clean sand depth of clean 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;
I_ ft + 1 ft + 1 ft = ,3 feet
d. Enter table on page bottom with landslope and upslope
dike ratio. Select dike multiplier of 4 00
e. Multiply dike multiplier by upslope mound height
to get upslope dike width: �. 00 x 3 = _Meet
f. Add the depth of slope difference (2b) to the upslope
height to get the downslope height
3+ 0,3 =_2feet
g. Enter table on page bottom with landslope and
downslope dike ratio.
Select dike multiplier of
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: L,G 7 x 34 = _Z!C feet
i. Compare the values of step G.1 and Step G.2.h. Select the
greater of the two values as the downslope dike width;
ZS feet
j. Total mound width is the sum of upslope dike
width plus rock layer width plus downslope
dike width;
_2- ft + / ° ft +`ZS ft = Meet uF,m
k. Total mound length is the sum of upslope
dike width plus rock layer length plus
upslope dike width;
eft+ SO ft+ /Z ft= Meet
i,3Y7+.wZS7
i,4Yl XID ' 'tB3
rTaal Length - I
kl
&I
wns ope
S:1 QI
7•.1
k1
Li
ps ope
Urlope
7-.1
1:1
i wope
0
3.0
♦0
S.0
LO
70
3.0
LO
SA
L0
7.0
t0
1
3A
L17
S.26
L3/
7S3
L"
3JS
L76
SAL
LSI
741
2
3.19
L1S
SSi
&M
L14
2A3
370
4-%
S.)<
LI4
L"
3
3.30
CU
SA
7.32
LK
2.75
3S7
41S
S.0
S.1
4.45
4
3A1
474
&Z
7.M
9.12
2.Y
145
4.17
lM
S.46
LO6
S
3M
S.00
U.
LS7
10.7
161
313
_
C62
119
S71
1
3A6
526
7.14
93V
12.07
239
323
3M
4.41
C93
SAI
7
3J0
Sad
7.60
IGLU
U."
148
112
370
4.23
cM
S.I3
1
1A
SA
L33
IIS4
1S.91
142
103
am
l05
ltl
4A
9
Ul
L.25
9.01
I3.W
IL92
234
191
145
190
t,.10
9A5
10
U9
LO
tOD
IS.00
2333
231
L86
3.X3
3.75
4.12
4.44
11
w
7.14
11.11
17AS
3043
2.71
172
3M3.61
1"
416
12
4A9
7.0
1230
- 2143
43.75
L21
170
3.12
149
150
4 01
PRESSURE DISTRIBUTION SYSTEM
END PERFORATION OF A PERFORATED LATERAL
1. Select number of perforated laterals
2. Select perforation spacing = 2.5 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
the rock layer length.
Rork layer length - 2 ft. - feet
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round
down to nearest whole number.
Length perf. spacing =L ft. ft. _If C-1
spaces
(#3) (#2)
5. Number of perforations is equal to one plus the number of
perforation spaces .
l9 spaces + I = 20 perforations per lateral
6. Multiply perforations per lateral by number of laterals to
get total number of perforations.
leterral a x peris7tenl= 60 perforations
7. Determine required flow rate by multiplying
number of perforations by flow per perforation
(,,P-fs x a-, f - gpm.
�-Grove CORM
-L
TOMeII
•
Loree of 1160=1le Foaelc (o. tow
• Lear" Sara Loses InU. IeyM er IIaY se .rya. <e.er.4
.d. rya .-,. Paps.,
Pertorol.on Drilled Helllonla 11,
.. Cap Hear Too
.• Plus
�Inla
AI Level 12�10 Edge
- Relit Race
of Racx Loner
'k-Perlarauode Lacoled at
Clfon SWd Loner
Bollom of Lateral
L Orlge,al soil Properly Scultied
Belle Plocino Sand Loro
TABLE OF PERFORATION DISCHARGE'S IN GPM
Head Perforation diameter (inches)
/p
/e
1.02
0.56
0.74
1.5
0.69
0.90
2.Ob
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
1.26
1.63
aUse 1.0 foot of head for residential systems.
bUsc 2.0 feet of head for other cstablietimen;s
Table 2
Maximum allowable number of qualer inch perforations per
lateral to guarantee liar Discharta variation
perrwellee erl Ing!
1.25 inch
� inch 1.5 � 2.0 inch
tl�>
I
18
2.5
1 14
3.0
1 13
17
3.3
I 12
16 t�
4.0 I
11
15 23
5.0 ;
10 I
14 22
8. If laterals are connected to header pipe as shown on upper
example, select minimum 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
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
half of that in # 6. Using these values, select minimum
diameter for perforated lateral from table 2
perforated lateral = inches
--�
/ �. •� licir -
•'rleturca
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.
- 2 ft. = ft.
d. Determine the number of spaces between perforations.
Length perf. spacing = ft. + ft. = spaces
e. spaces + 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations.
x pcn. l_1= perforations.
g F; x sT -- gpm.
SELECTED PUMP CAPACITY _1-75- gpm
B. Determine head requirements:
1. Elevation difference betweengrnp and point of discharge.
feet
2. If pumping to a pressure distribution system, add five feet for pressure
required at manifold
feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
Read friction loss in feet per 100 feet from table.
F.L. = 3.2 A ft./100 ft of pipe
b. Determine total pipe length from pump to discharge
point. Add 25 percent to pipe length for fitting
loss, or use a fitting loss chart. Equivalent pipe
length -1.25 times 1 length =
_ x 1.25 = feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft�y equivalent pipe length.
Total friction loss = I _S x 1220 _+100 = __3_ feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
�S + _57- + 3
(11 (2) (30
TOTAL HEAD 23 feet
C. Pump selection
1. A pump must be selected to deliver at least 4� gpm (Step A)
with at least Z3 feet of total head (Step B).
END PERFORATION OF A PERFORATED LATERAL
Cleo* Sad Low Mllrw
OrW"l Sell np-ly uWaled
afiw@ Plaiay Swld Layer
N Goolovile Fork for t-c-
pr M h" or w-c Iw-cc
Voem awe)
Walloon ost T" 1NriIMNlly
'IT
AI Lowl 12• l• Ed"
'• of %ct I.ayw
I Lawfed of
Lalwal
TABLE OF PERFORATION DISCHARCES IN CPM
Head Perforation diameter (inches)
/L
1 /a
1.0a
0.56
0.74
1.5
0.69
0.90
2.Ob
0.80
1.04
25
0.89
1.17
3.0
0.98
1.28
4.0
1.13
1.47
5A
126
1.65
&Use'.0 root of had for residential systems.
bUse 2.0 feet of head for other establishments
Pipe Length
I ;
Point of TTDischarge
Elevation DiffcrenceEl
Pump
F-18b
13 inch 2.0 inch 3.0 inch
gig Frialoe for per too n of pips
10
0.69
0.20
12
0.96
0.28
14
1.28
0.39
16
1.63
0.48
18
2.03
0.60
20
2.47
0.73
0.11
25
3.73
1.11
0.16
30
5.23
1.55
0.23
35
7.90
2.06
0.30
40
11.07
2.64
0.39
45
14.73
3.28 _
0.48
50
3.99
0S8
55
4.76
0.70
60
5.60
0.92
? Lots of Soil Borinas 3-31
Location or project / J-C1 i Qn'�
Borings ■s" by ro ., v Date %-—
classification System: AASHO USDA-SCS _: Unified other
Auger used (check two): Hand `�r Power !light , or Bucket ` ; other
Depth,
In
feet
0 —
1 --
230 , <
3—
4 —
6-
7 —
8—
Boring number
Surface elevation
Coo �e ,1
End of boring at foot.
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 com ants:
Depth,
in
feet
0-
Boring number
Surface elevation
End of boring at 5 feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole _ V _•
Mottled soil:
Observed at _ fast of depth.
Not present in boring hole ___•
Observations and casents:
s of Soil Dori
3-31
Location or Project 673 y%& Sa n n ,
Borings made by Date 7-
Classification System: AASW ; USDA-SCS ; Unified other
Auger used (check two): Hand s/, or Power Plight or Bucket ✓; other
Depth, Boring number
in Surface elevation
foot
0
1—
2 J
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:
Depth,
in
feet
0
1
2-
3 —
Boring number
Surface elevation
/=c x jai o .
v
End of boring at /e feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
Mottled soil:
Observed at AVWof depth.
Not present in boring hole
Observations and comments:
PERCOLATION TEST DATA SHEET
am
Percolation test readings made by go. - G. (' on 7- P 7- 9 3 star fi g at ' �U
WWI
Ten hole locadon_4 Hole number . Date hole was p29 3
Depth of hole l hes. Diameter of hole ✓ inches
Soil data from test hole:
Depth. inches
Soil texture
Method of scratching sidewalt
Depth of gravel in bottom of hole inches
Date and hour of initial water filling ' .Depth of initial wooer filling 1 inches above hole bottom
Is
Method used to maintain at least 12 inches of water depth in hole for at lean ♦hours
. Maximum water depth above hole bottom during test_ g �nchel
Time
Time
interval.
minutes
Measurement.
inches
Drop in water
level, inches
PC x4stion
rase.
minuses per
inch
Remarks
a: iU
VC)
4/ y
3'
,
a: 30
20
i8
_7. 6
a:
i
�'o
a o
/a
ya
KOO
16
Sr
.G
Puoolstloo rase -7- 87 m sess s pw ithch.
PERCOLATION TEST DATA SHEET
test readings made by P O d " r p on 7 - a % 93 �;�� at / Sd Q ,
Percolation
Ten bole locatim 1'i . Hole number —I . Date bole was peps 7- a 7- 9
Depth of hole bottomhes. Diameter of hole (X �ncha
Soil data from ten hole:
Depth. inches
i
Soil textute
Method of scratching sidewalk : r
Depth of gravel in bottom of hole inches
Date and hour of initial water filli ;7 ° '' . Sepdh of initial water filling ��Mt above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at leash hours 'r "
. Maximum water depth above hole bottom dunng ncheF
Time
Time
interval.
minutes
Measmaneat.
inches
Drop in water
level. inches
Pc9colation
rate.
mimaes per
inch
Remarks
P
3
5
a
�v
3 Y2
17.yy
Percolation r* w q% as •• w0" per iN*.
1-1
PERCOLATION TEST DATA SHEET
,
Via. -»-9_:
Percolation test readings made by F.P.on � •y��ng at
Test hole locati�+�+ 9 3 y/(� . Hole number. Date hole was pre l+• i
Depth of hole bottoms- Diameter of hole (—,7 A hes
Soil data from test hole:
Depth. inches
Soil texture
Method of scratching siJewall • � ='
Depth of gravel in bottom of hole inches
." _
Date and hour of initial water filling rt 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*
Maximum water depth above hole bottom during test �ochr.
Time
Time
interval.
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rats.
minutes per
inch
Remarks
1
a�
Giy
�,a
3. l
7. 9 3
g'
Pam',•.
53
ao
2.63
3
Percolation rase - 3. 9 0 ';tf111ef pa ice.
PERCOLATION TEST DATA SHEET
0 F 1-7 on `7- ; 7- 9 j•�ng at / : 5' U
Percolation nest teadiap made by p m'
Test hole location 9 T y/ & . Hok nurnber � . Date hole was prepared 7- P 7 — 9�
Depth of hole bottom inches. Diameter of hole -? inches
Soil data from test hok:
Depth. inches Soil texture
Method of scratching sidew
Depth of gravel in bottom of hole -aaba
Date and hour of initial water tiUia,g.% ? .Depth of initial water filling 1 inches above bole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4
. Maximum water depth above hole bottom duriag tesL� inches
Time
Time
im"al.
minutes
Measurement.
inches
Drop in water
level. inches
n
rate.
mtnttses per
inch
Remarks
2: 3
a o
YP
l3
Id7l. 56
3 / V
8'
4-,
3 y
Gel
a
3, 30
pa+eolatic. no _ / IN ..WMS pW iWcb.
PERCOLATION TEST DATA SHEET
ftxvtwoa test readings made by n o ef- P on —7- a 7. 9-3
mrting atSo
Test hole location-1 L , Hole number, Due hole was preparedr
Depth of hole , Diameter of inches
Soil data ftom test hole:
Depth. inches
Soil texture
Method of scratchtins sidewall '
Depth of gavel in bottom of hale / inches
' r inches above hole bottom
Date and hour of initial water fillint Depth of initial water ftllin,`
Method used to maintain at least 12 inches of water depth in hole for at least •bo--
. Maximum water depth above hole bottom during test inches
Time
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
role.
mbmw per
inch
Remarks
�o
e C
a,
Fc4''
,
,•i�
M=Iatloa rage . Cl • <i / Oboes pR WA.
1".
g N &
Won
if �
_r1l
x
N
1
2
O
c
N
m
I
L l�
NOTE:
TMs Is not a boundary mmyl Pored
bow4mla shook be vetoed prW to
any eamhuetton. The boallon of f
"Dow 8"" am" heron may or
may not be WItMn the bow orMs of
two pared.
at
ry■rr.w..�
• ��
Dr. Hamad Sa jadi.
�,Mss w a..w..4
"4
bwi. no•
uW ar+wr.
--- ---�
,
TO
Tom
7/26/93
C.M.S. ;%20'
"" '''• " "'
3416
a
VAlts OIL ritvM
1&" to zoo —
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Q
A Id
Aj*
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low
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S O I I. 150 lC i bK. Q
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t �wt�c dLouiv Sa•�T
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Asave ,.i,L +r .�
sf^�a,< nQ,J
3c4
LOCATION PLA�1
SCAL..R.: I" - 10J'
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Sw✓h/ .CNAM
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M 40L o /M+ — C&AAWO4.
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s
--
a
POLCoLAT160 T"ir t4OLCS
TffiST
IDATR
(:LEVA7/orJ
t)rPTH
tZATRS QVL pIs' tcotATio
pI
2/z147T
101.0
tots,
30
or�1E r,c,a OCoP r►J 2A Mi#jLj? �
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PL
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Ps
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PC
t/t l9
90.15
31.0
g-.4
AyRtiw ce • i6.e ► kutti'MA
150L M*4410MR4106 N/o- t I
COMPARISON CHARTS
__
P U M P S
Bulletin 102.1
9C
8C
7C
ru 6C
W
i 50
i
IT 40
30
20
10
ABS
V.S.
LIBERTY
EFFLUENT PUMPS
OOOOOOO
•111,
MOOOMMOOOOO
b19000OOOOOO
ONEOOOOOOOO
EXEMEO
OOOO
MWE`
OO
OOOO
common
OOOO
0eaug
OOOO
0EMEMM000OO
0 20 40 60 80 100 120 140 160
USOPM
- ABS: _ LIBERTY:
SEVH-4 ....... 4/10 HP ■ LE31M .....1/3 HP
SESH-5 .......1 ,2 HP EH30M .....1 /2 HP
SESH-10 ..... 1 HP EH40M..... 1 HP
STANDARD SEWAGE EJECTORS
40
35
30
25
W
w
= 20
0
= 15
10
5
N
(2" solids)
0 20 40
60 80
100 120 140 160 180
200
USOPM
is - ABS:
SJV-4..........
4/10 HP
_ LIBERTY:
■ LE51 ...........112
HP
SJS-5..........
112 HP
LE71 ...........7/10
HP
SJS-10........
1 HP
LE101 .........1
HP
90
80
70
W 60
50
3 40
30
20
10
ABS
V.S.
LITTLE GIANT
EFFLUENT PUMPS
I I I (3/4" solids)
0 20 40 60 80 100 120 140 160
USGPM
we = ABS: _ LITTLE GIANT:
SEVH-4 ... ... 4/10 HP ® 9E CIM ......4/10 HP
SESH-5 .......12 HP 10E-CIM ....1/2 HP
STANDARD SEWAGE EJECTORS
4C
35
30
25
ru
= 20
O
15
10
5
MEM
�
..
OOOOO
OOOOO
-RENNOOOOOOO
I.R.-raw"E!1�110MEM
MKIMMMMEM
OE44UNNUMOO
0 20 40 60 80 100 120 140 160 180 200
MGM
- ABS: _ LITTLE GIANT:
SJV-4 .......... 4/10 HP ■ 9S CIM ........4/10 HP
SJS-5 .......... 112 HP 10S-CIM ......112 HP
0
2
0
90
80
70
ru 60
W
50
z
0
W 40
S
30
20
10
ABS
V.S.
MYERS
EFFLUENT PUMPS
I I I (3/4" solids)
0 20 40 60 80 100 120 140 160
USGPM
- ABS: - MYERS:
SEVH-4 ......4.10 HP ■ SSM4..........4/10 HP
SESH-5 ......112 HP WHRE-5 .....1/2 HP
SESH-10 ....1 HP WHRE-10... 1 HP
STANDARD SEWAGE EJECTORS
40
35
30
F 25
W
W
Z 20
= 15
10
5
(2" solids)
0 20 40
60 80
100 120 140 160 180 200
usaPM
ABS:
- MYERS:
■
y ` SJV-4..........
4/10 HP
SRM-4 ........4/10
HP
SJS-5..........
112 HP
WHR5 .........
1/2 HP
SJS-10........
1 HP
WHR7 .........
3/4 HP
WHR10 .......
1 HP
rw
te
z
I
t
w
z
S
ABS
V.S.
ZOELLER
EFFLUENT PUMPS
��\«1�0ll0l1000
. ,
�.;1�►a\�1►►011C110
®o���►0►�1100011
I000l�l000100100
0 20 40 60 80 100 120 140 160
usaPw
- ABS': = ZOELLER:
SEVH-4 .....4/10 HP ■ 97 (1/2'solids) ........... 112 HP
SESH-5 .....112 HP 137-147 (5/8'solids).. 112 HP
SESH-10 ...1 HP 163 (3/4'solids) ......... 112 HP
SESH-20 ...2 HP 165 (3/4' solids) ........ 1 HP
STANDARD SEWAGE EJECTORS
o000000
solids)
illNoo0000000
Immommmumumal
�`-�
„.m.�e
a
m
RmIN
0 20 40 60 80 100 120 140 160 180 200
MGM
•_ ABS: = ZOELLER:
SJV-4 .......... 4/10 HP ■ 267 ...........1/2 HP
SJS-5 .......... 1/2 HP 282 ...........1/2 HP
SJS-10........ 1 HP 284 ...........1 HP
3
ru
W
LL
Z
0
x
4)
30
20
10
ABS
V.S.
HYDROMATIC
EFFLUENT PUMPS
(314" solids)'I
l 1 I 1 1 1 1 1 1 1 1 1 1 1 I I USOPM
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
_ ABS': - HYDROMATIC:
SEVH-4......410HP ■OSP33(5e Solldst . 1/3HP
SESH-5 ......1 2 HP SPD50H (3 4 Solids) . 1 /2 HP
SESH-10.... 1 HP SPD100H(3,4 WOW HP
STANDARD SEWAGE EJECTORS
40
35
lu 30
20
10
5
(2" solids)
UBOPM
0 20 40
60 80 100 120 140 160 180 200 220 240 260 280
- ABS:
SJV-4 .........
4 10 HP
- HYDROMATIC:
SK50 ..4/10 HP
SJS-5 ...........
1 2 HP
SK60. .6/10 HP
SJS-10 _..
.... 1 HP
SK75.. ..3/4 HP
SJS-15..........
1-1 2 HP
SK100.. _ 1 HP
ENGINEERED SEWAGE EJECTORS
(2-1/2" solids)I
56
s32
24
16
8
MGM
90
80
70
60
W
Z 50
g 40
z
30
20
10
ABS
V.S.
GOULDS
EFFLUENT PUMPS
(3/4" solids)
I I I I I I I I IN, 1 1 ti 1 1 1 1 tIgOPM
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
_ ABS: GOULDS: GOULDS:
SEVH-4... .4/10 HP ■ WE031IL.............1/3 HP
SESH-5..... 1 2 HP WE0511H.............112 HP
SESH-10....1 HP WE1012H.............1 HP
STANDARD SEWAGE EJECTORS
40
35
W 30
W
= z5
0 20
z
+s
10
5
(2" solids)
UBOPM
0 20 40
60 60 100 120 140 160 180 200 220 240 260 280
_ ABS:
SJV-4............
4/10 HP
= GOULDS:
WS0311B.....
1/3 HP
SJS-5............
1'2 HP
WS0511B......
112 HP
SJS-10 ..........1
HP
WS0712B .....3/4
HP
SJS-15 .........1.1
2 HP
WS1012B......
1 HP
ENGINEERED SEWAGE EJECTORS
56
r 48
V 40
32
24
16
8
(2-1/2" solids) I
0 40 80 120 160 200 240 260 320 360 400 440
0 40 80 120 160 200 240 28U 320 360 400 440
ABS:
- HYDROMATIC:
■ N
- ABS:
- GOULDS:
■
SJE-10...
... 1 HP
SJE-10.......... I HP
SJE 15 .._
1.1r2 HP
SK150........... 1-1i2 HP
SJE-15 .......... 1-1/2 HP
WS1512D .....1.1/2 HP
SJE-20 .........
?HP
SK200 ...........2 HP
SJE-20 ..........2 HP
WS2012D .....2 HP
SJE-30 ..........3 HP
WS3032D .....3HP
The information contained
on these pages 1s only intended as a comparative representation and 1s based on current information
available at time of printing
Co►ponte Office:
Pumps im
A090" Omc"
ABS Pumps Inc ABS Pumps Inc
ABS Pumps Inc
laABS
140 PwV view l>"e
153 Goddard Ave 949 ShaOCk Drive
179 Mason Cucle
Mene'n CT 06450. 7156
Chestemeb M063005 OrangeCoy FL 32763
Conrad CA 94520
i 2031238 2700
U141537 3100 19041775 6363
i4151686 6116
FAX 12031 230 0738
FAX 17141537 2891 FAX 19041 775 3272
FAX i4151686 6196
5M-S Rev. SW
`1
0
M