HomeMy WebLinkAbout1996-04-26 Soil Boring and Septic System ReportS -P TESTING, INC. Steven B. Schirmers - MPCA Cert.
No. 627
951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566
FAX • (612) 497-5011
State License *394
• • •
Hilloway Corporation
Lot 1
Co. Rd. 19 & 84
Sub -Division
Orono, Henn. Co., MN
Borings completed on 4-26-96, with a 1-1/4" Soil Probe
0DRWG-NUM0E131- Elev.1007.1 - MOTTLED SOIL AT 2'10" - No standing water
Present in boring.
0 -
14"
Topsoil dark brown loam 10YR 311
14" -
34"
Brown day loam 10YR 4/3
34" -
40"
Rusty olive brown 5/3
40" -
48"
Rusty olive brown loam OYR 5/3loam
BORING NUMBER Z Elev. 1008.0 - MOTTLED SOIL AT 27 - No standing water
present in boring.
0 -
8"
Topsoil dark brown loam 10YR 3/2
8" -
26"
Brown clay loam 10YR 4/3
26" -
38"
Rusty olive brown clay loam 10YR 5/4
38" -
48"
Rusty olive brown loam 10YR 6/4
BORING NUMBER a-EIev.1007.4 - MOTTLED SOIL AT 2'8" - No standing waiter
Present in boring.
0 -
14"
Topsoil dark brown loam 10YR 3/2
14" -
32"
Brown clay loam 10YR 4/3
32" -
38"
Rusty olive brown Gay loam 10YR 5/3
38" -
48"
Rusty olive brown loam 10YR 513
CERTIFICATION NO.627
STATE LICENSE N0.:94
PERCOLATION : % ST DATA SHEET
Percolation test readings made by S-P'Iptiny.lec. on 4-27-96 starting at u;j9j�
Test hole location KjHqA&XjCQFVjALL Co.Kd.19 do 84. Su"ivisioe. QjAQ,
Test hol--number 2 Date test hole was prepared 4:16:2&
I?epth of hole bottom U inches. Diameter of hole 6 inches.
DEPTH,INCHES SOIL TEXTURE
0-811 8" Tosoil dark brows bam
8" - 12" Brown clay loam
Method of scratzhing sidewall is kn& Depth of gravel in bottom of hole 1s2 inch= Date and hour of initial
%%ater filling Depth of initial water filling is 12-inchm above the hole Down.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is amitlm&& mos.
Maximum water depth above hole bottom during test is ¢ inches.
Time Time interval min
11:15PrOfill
11:29 _ 11:59
Measurement,
inches
6---
Drop in water levet,
inches
Percolation rate,
I minutes_per mch Remarks
I
20 30 min
1-112
_
6
12:05
12:36
6
-4
1-1R
20
30 min
12:46
1:16
6
1-112
20
30 min
'ercolation rate = ZQ&ininutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S -P Testing- Inc on 4--21-% starling at I;2$Mm_
Test hole location iiilloway Corp.I&L1. Co.Rd.19 & M Sub -Division. Oros,
fest hole number I Date test hole was prepared 426-96.
Depth of hole bothom iU inches. Diameter of hole 6 inches.
SOiL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
- _ 0 - 12" Topsoil dark brown loam — _ --
vlcthod of scratching sidewall is ka& Depth of gravel in bottom of hole is 2 inchn Date and how of initial
vater filling 4-26-%.12JQnm. Depth of initial water filling is 12 jpda above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is antes jjqkM
•1aximum water depth above hole bottom during test is 6 inches.
- Measunement, Drop in wator level, Defcolation rate. -- -�
Time Time intervalmin — inches_- - inches minutes per inch Remarks
11:15 � --prefill - _ _ -- —
i
11:28 _ 11:58 6 _ 243H6 10.7 30 min
12:07 12.37 6 - 2-11116 11.2 30 min
12:45 1:15 -- 6 2-W 11.4 30 MW
-rcolation rate = i1.Lminutes per inch.
ERTIFICATION NO-) 627
NATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
'ercolation test readings made by S -P Testiegj= on 427-% starting at 11o27jm-
rest hole location Nillowav n Lit 1 Cand 19 & S•; Smb- ivision Oronn
Fest hole number 3. Date test hole was prepared ¢26-%%.
3epth of hole bottom 12 inches. Diameter of hole 6 inches.
:OIL DATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 12"To I darkbrown loom
iethod of scratching sidewall is kA& Depth of gravel in bottom of hole is 2 *nrbes Date and hour of initial
eater filling 4-26-%.l 63ftm Depth of initial water filling is 12 inchm above the hole bottom.
lethod used to maintain at least 12 inches of water depth in hole for at least 4 hours is hep,
laximum water depth above hole bottom during ttst is 6 inches.
�- - — Measurement, Drop in water level, TPercoletion rate,
Tiny Time interval min inches - _ inches minutes per -inch Remarks_
11:15 prefill g
11:27 11_57 -- 6 -- 4-1/2 1 -- 6.7 - -30 min
i
12:00 i 1238 g - 4-114 _ 7.1 j 30 min
I
12:44 1:14 1 g — 4-1/16 — 74 30 min
-rcolatior. rate = Z.Lminutcs per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
?ercolation test readings made by 5-P Tnfing.1dQ on ¢�7-96 starting at 11;26jm-
est hole location Hilloway orR Lot 1, o Rd.19 & &f, Seb-Divisiee_ oro
Fest hole number I Date test hole was prepared 42&96
)epth of hole bottom 11 inches. Diameter of hole ¢ inches.
'ML DAT A FR )M T S_T ROLE
DEPTH,INCHES SOIL TEXTURE
0 - 12" Topsoil dark bre m loam
iethod of scratching sidewall is Kaijg. Depth of gravel in bottom of hole is
J-iitthss. Date and hour of initial
ater filling 426-96 12.30nm Depth of initial water filling is 12imchg above the hole bo;:om.
lethod used to maintain at least 12 inches of water depth in hole for at least 4 hours is &jjgAU ![
aximum water depth above• hole bottom during test is 6 inches.
Measurement, Drop in water level. Percolation rate,-
_ Time Time interval,min inches inches minutes per inch Rtal Afhti
11.15_prod t,
11:26 11:56 _ 6-- - - - - 4_3!8 — _ 6.9 _ 30 min
12:09 12:39 6 4-3/8 6.9 30 min'
12:43 113 30t1+tin
colation rate = 6L9 -minutes per inch.
CERTIFICATION NO.627
STATE LICENSE NO.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S -P Testieg,loc. on 427-26 starting at 11:252m -
Test hole location Hilloway or nc t_ .Rd- 19 A 84 Sub-Div'+ion.Orono.
Test hole number ¢. Date test hole was prepared 4-26-%.
Depth of hole bottom 11 inches. Diameter of hole ¢ inches.
IaATA FROM TEST HOLE
DEPTH,INCHES SOIL TEXTURE
_- - 12 Topsoil dark brown loam
\4ethod of scratching sidewall is kn&. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial
vater filling 4-26-% 1Z• L Depth of initial water filling is 12 inches above the hole bottom.
:tethod used to maintain at least 12 inches of water depth in hole for at least 4 hours is Jutosatie %iPh0
•1aximum water depth above hole bottom during test is h inches.
– Measurement, Drop in water level, PereolatK - Time i Time interval,min inches inches minutes p
_. - } _
11:15 efill 6-
11:25 11:55 ---� 6 - -- 5-118 5.9
12:10 1240
6 4-718 6.2
12:42 1:12 - - 4_
*— 6 -- 3/4 6.3
rcolation rate = 6A -minutes per inch.
PERFORATED
LITERALS
SANDY LOAM SOIL� �`'•"+ ry+;�it;p.•
LAYER OF G 1lE
INCHES
FABRIC OR 4 INCHES OF
MAY COVERED By
BUILDING PAPER
I'i OR 2'...
PIPE FROM PUMP
3/,-
-
CLAN BOCK
�, /� DIVERSION FOR
J SURFACE w°,TER
6' TOPSOIL /•r / �'
` r9 • '''�
• SAO r :,�'c : is • r- .{
meFILL PE .. '` - � NM
-So()
BROkEN YFR
UP
aRry A 1 `
9 R1ER� 4Y• . •'
ER
LAYOUT OF PERFORATED PIPE LATERALS FDA
PRESSURE DISTRIBUTION IN MOUND
PERFORATED PLASTIC PIPE
PLRFORATIONS SPACED 36'
ENO SIZE EMAY aE�i,R.S;taN
y I E W DR 'A' 16 .�
2'MANIFDLD
PIPE
PERFORATIONS ON DOTTOM OF
PLASTIC PIPE
qol
' ^ IALi(RNATE LOCATION '
OF PIPE FROM PUMPI
END CAP 10. �
F�TEO
L orf PAL tf 2 PIPE FROM
Of ,ER Puw" CNAMKR
LAYER OF GEOTEXTILE LOAMY SAND CAP
FABRIC ►ERFORATEO LATERAL
GRASS COVER 6 1NCNES
TOPSOIL
:LEAN SANC FILL
-AAXI&AUTA SLOPC
3 To I
TOPSOIL PLOWED OR � INCNE A•
OISKEO SURFACE
UnSO�L •
CROSS SECTION A - A
PIPE FROM
PUMPING CNAMSER
ti W 7■ 1 1
` I �
PERFORATED I•
= LATERALS (I
ot:o AREA
J
lz
— IN N I � • � IN N
DOKE----�--10 FEET —DIKE—�
MAX_
TOTAL WIOTN =�
I PLAN VIEW
EW KRFORATION OF A PEPWORATEO LATERAL
GAr CA..
repo
• `-w s.r Uwo • 4Nw.w NMIA to a
. 4
M w � ,r... wM
.wr A�1
. ��� ww/� IW 4MNA1�
N A^A LAt«
CI•r SW L"w M 1,61«01
al�w.l sw P,wlf swulw
F-8
REDWOOD. CED OR
WATER TIGHT 9 LOCKABLE ELECTRIC BOX ---,,,,TREATED POST (4 a 4 min)
PLUGS OR ELECTRIC CONNECTIONS — y /^A L INSIDE 6ELE0X
CTRIC CONNECTIONS MADE
2' PVC CONDUIT SCHEDULE 80 6•SP-AAC_E LOOP OF POWER CORD FOR
MANHOLE COVER CHAINED 9 LOCXEO�� / FEINTL MIE ,
SEALED MANHOLE RINGS --�
SEALED TANK COVER–
PLASTIC ROPE OR CHAIN
WITH ANCHOR
ALARM FLOAT ON SEPARATE
ELECTRICAL CIRCUIT —3��
379RT_ l _vl 9 -
PUMP CONTROL FLOAT
00(
METAL
COVER
x
CONCRETE
MANHOLE
RING
r I AT LEAST 1 6 ',1071
` RELOW GRADE
_ WIRE FROM POWER SUPPLY
PIP PISS5TATID ON A ON UP TO UNIFORM
TREATMENSLOPE T FROM
FOR PgOPER DRAINBACK
IF PIPE AT TANK MUST BE LOWER THAN
UNION TO GET ELEVATION FOR DRAINBACK,
A I/4 INCH WEEP HOLE MUST DE USED
— WEEP HOLE
NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
MUST NOT RUN OVER ANT TANKS BUT
MUST BE LAID BESIDE OTIIER 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.
HODS OF SECURING MANHOLE COVER TO PREVENT
UNAUTHORIZED ENTRY
Figurc C-14
Figure F-8
VERTICAL SIDEWALL SEPTIC TANK
/-FINISHED GRADE
AT LEAST 6' TO 12' SOIL AT _LEAST
4" DIA COVER 4 DIA.
µI AT LL_ En,r IAT LEAST I""
�_.
1 A 2fMEN,10N FOR TANKS WItH .:rIrICAI SIDES A
WIQTH. W X41 MINIMUM —
'_ENGTH• L 2 TO 3 TIMES THE WIDTH
Q DIAMETER 60' MINIMUM
jtP ;_D 30* MINIMUM; 79' MAXIMUM C
Li A 0 D
- �AT LEAST g�..- 26_MINIMUfd1_02 D MAXIMUM 6- _
3' c o D
-- - - AT LEAST 4 FEET-- --' — -�
A1DIIf '
1 w.IwlrltLSAIN�I1.-t1af.10Au�lrn ►w■nEw+anfsllalrftoultowuwuAwas
t. Hary WWI IICOt On L'"-1 AwaOIES_;Wtf•I 1 rtfppll~1-KAL as UCLA UC10Nf K1/11ACCtM�
IlA/1440N IVa) IOC Al f ll lw Hold at a a I Or Att f N'1
f..Al4 f 1f WUIW1hffAW40[rgfaNlAUCF Kit rn AND
). ANaApYC1ON K't Or Al Wfl..tiliffllA.l i all .aAfWfffO.li ON pA/fl[fIv1LLKAtpltff llYW afKJlf
OnAwn"I SEMI, ftLOCA1(Onv(n D0.M 11a fatr on mu 1605% 111AM 1111011LAIfICU1aLI OLvCLf 114 CV.l U1tKOr 11f I.1clol a Von, blal(/I IAL CrIfMCM lAA1a:04K.R47NA1/8la0
FV%g MOLL Olt 111c AAA& AS Ila U mllnias n/ Ira AJ.0 D" AfIKsl C C l llal
WItS Op.CbW@ f ()ll fA..IAlv)(IS A 114941-W%CIION
17Y Aufl N LOCA1tU K i..f f M u[ 6411 APA—CR-1111
wrttf —
IENCL
~KS
IN mom NF�I.�I■
MET - SCUM A vj' OUTLET
Y 'f LET LEVEL i 1'
SCUM CLEAR SPACE - T CLEAN OUT TAW VWWW:
X IS r OR LESS OR
_ I 'B' IS 12' OR LESS
MACK COLOR
j DISTINGUISHES SL
SLUDGE LUDGE LAYER FROM LIQUID
Ir
MEASURE SCUM AND SLUDGE ACCUMULATIONS
IN THE SEPTIC TANK
S•P TES TING, INC. Steven B. Schirmers - MPCA Cert. No. 627
951 Katydid Lane NF_ - St. Michael, MN 55376 - (612) 497-3566
FAX (612)-497-5011
State License #394
Aphl29, 1996
Hilloway Corporation
Lot 1
Co.Rd. 19 & 84
Sub -Division
Orono, Henn. Co., MN
This on -Site Sewage Treatment System is Designed for a Type 1, five bedroom home
designed in accordance with the Minnesota Pollution Control Agency Chapter 7080 and
Local ordinances.
The soils on this site are SCS soils mapped - KkB - Kilkenny loam The seasonally
saturated soils were located at 16" to 34" (mottled soil). Due to the seasonally saturated
soils, a Pressurized Mound System will need to be installed to treat septic effluent. The
bottom of the treatr"ent area must be located at least T above the saturated soils.
The soils at a depth of 12" have a percolation rate averaging 10.6 mpi.
A pumping chamber will need to be installed to lift the effluent to the treatment area.
The power supply and switches must be located outside the manhole and pumping
chamber in a weather proof enclosure. A warning device must be installed with a light
and sound device, tnis is in case of a pump failure.
The manifold and supply line pipe must have back drainage to the pumping chamber.
The distribution pipes shall have their ends capped. Be sure the rock and sand fill
material are clean. The sod layer below the entire mounded area must be tumed over,
just break up the sod, be sure not to over work.
<dl neighboring wells are located greater than 100' away from the proposed treatment
a -ea.
Keep all heavy equipment off of the proposed treatment area before and after
construction. The treatment area should be marked off before construction. This
Design is not valid & the system will need to be relocated if failure to protect the area
proposed for On -Site Sewage Treatment occurs.
With proper installation and maintenance, this system should have no problem in
treating septic effluent effectively.
Nothing other than gray water (laundry, showers, etc.) human waste & toilet tissue
should be disposed of into the septic tanks. Garbage disposals are not recommended,
due to adding more solids & fine solids passing through to the system. Excessive
amounts of soaps, cleaning agents b chlorine agents may kill the bacteria needed tn
treat septic effluent. Additives are not recommended. Recommend to pump & dean
your tanks through the manhole by a certified pumper every 2 years. Check with your
pumper to set up a schedule.
I
Steven B. Schirrners
2
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MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW
Estimated -) f ,) gpd
or measured - x 1.5 = gpd.
B. SEPTIC TANK LIQUID VOLUMES
-;^oo gallons
C. SOILS (refer to site evaluation)
1. Depth to restricting layer = '_ 3,4 inches
2. Depth of percolation tests = 11 " inches
3. Percolation rate mpi
4. Land slope S %
Bummed Sewdre Flow in GaUms pen pay (z;4
Nurned
of Type I II Typ< III Type ryJBC&Oorm
2 300 223 I b as
130 100 211 •r
1 600 175 236
3 730 430 241
6 9W 323 73: e.
7 IO:SO 600 170 I ��
>! 1 2
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
sO gpd x 0.83 sq. ft. / gpd = x x sq. f t.+ )o%
2. Select width of rock layer (10 feet or less) _ I ft.
3. Length of rock layer = area + width = Rock Bed
sq. h. + 10 ft. = _(pisr_ ft.
tdtF. 510 ft.
E. ROCK VOLUME
1. Multiply ruck area by rock depth to get cubic feet of rock;
(QY4 sq. ft. x 11 ft. = -" cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
2L!�' cu. ft. + 27 = �,Z cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
�') cu. yd. x 1.4 ton/cu. yd. = _-zz tons.
F. ADSORPTION WIDTH C-,.,#" >rori-w1
1. Percolation rate in top 12 inches of soil is ice, lnpi
2 Select allowable soil loading rate from table;
. tiS 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+ 1-i�, gpd/W = .1-L-1
4. Multiply adsorption width ratio by rock layer %vidth to get
required adsorption width; /�
7-L'1 x �_ ft =fitr / ft
wtaih
1a►ia
rerteiadonRaw
.4. p.. roti
IIeArioma
�.
(a.r
�...
tam
(akpu
v
2 ar ha
730
1.123
3W4
Low
1300
3 or 6
1300
1.00
7 or 92.000
Fine Sand"
3.OW
o.w 1
Sat f4 C4
(a 13)
0.79
1.52
16 to 30
Lorm
0.60
2.00
31 to 43
673
Ia
46 to 60
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
sO gpd x 0.83 sq. ft. / gpd = x x sq. f t.+ )o%
2. Select width of rock layer (10 feet or less) _ I ft.
3. Length of rock layer = area + width = Rock Bed
sq. h. + 10 ft. = _(pisr_ ft.
tdtF. 510 ft.
E. ROCK VOLUME
1. Multiply ruck area by rock depth to get cubic feet of rock;
(QY4 sq. ft. x 11 ft. = -" cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
2L!�' cu. ft. + 27 = �,Z cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
�') cu. yd. x 1.4 ton/cu. yd. = _-zz tons.
F. ADSORPTION WIDTH C-,.,#" >rori-w1
1. Percolation rate in top 12 inches of soil is ice, lnpi
2 Select allowable soil loading rate from table;
. tiS 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+ 1-i�, gpd/W = .1-L-1
4. Multiply adsorption width ratio by rock layer %vidth to get
required adsorption width; /�
7-L'1 x �_ ft =fitr / ft
wtaih
1a►ia
rerteiadonRaw
.4. p.. roti
IIeArioma
�.
(a.r
�...
tam
(akpu
v
2 ar ha
730
1.123
3W4
Low
1300
3 or 6
1300
1.00
7 or 92.000
Fine Sand"
3.OW
o.w 1
Sat f4 C4
(a 13)
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
sO gpd x 0.83 sq. ft. / gpd = x x sq. f t.+ )o%
2. Select width of rock layer (10 feet or less) _ I ft.
3. Length of rock layer = area + width = Rock Bed
sq. h. + 10 ft. = _(pisr_ ft.
tdtF. 510 ft.
E. ROCK VOLUME
1. Multiply ruck area by rock depth to get cubic feet of rock;
(QY4 sq. ft. x 11 ft. = -" cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
2L!�' cu. ft. + 27 = �,Z cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
�') cu. yd. x 1.4 ton/cu. yd. = _-zz tons.
F. ADSORPTION WIDTH C-,.,#" >rori-w1
1. Percolation rate in top 12 inches of soil is ice, lnpi
2 Select allowable soil loading rate from table;
. tiS 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+ 1-i�, gpd/W = .1-L-1
4. Multiply adsorption width ratio by rock layer %vidth to get
required adsorption width; /�
7-L'1 x �_ ft =fitr / ft
wtaih
1a►ia
rerteiadonRaw
.4. p.. roti
Soil Texture
ca..
P
law
-m:
(akpu
v
Faster than 0.1
Coarw Sand
120
lbo
0.1 to 3
Sand
120
1.00
0.1 to 5
Fine Sand"
0A0
2.00
6 to 15
Sandy Lora►
0.79
1.52
16 to 30
Lorm
0.60
2.00
31 to 43
silt Loam
050
2-40
46 to 60
Cla� Loam
0.45
2-67
61 t0120
Clay
024
3.00
Slower than 120 1
Clav I
-S
-
" W ha." 304 w ware of &W w .oy My -,t
C
G. DOWNSLOPE PWTDTH
1. If landslope isISV Fromore, subtract rock la)-er %vidth from
adsorption width to obtain minimum downslope dike toe
;;.7 ft-)_ft=)_feet
2. Calculate NUnimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation )--D feet
b. Multiply rock layer width by landslope
to determine drop in elevation;
Slope Difference Separatist
c x _510 + 100 = _S� feet Uje,epe Width
c. Add depth of clean sand for separation (2a) - 0 fef1
at upslope edge, depth of rock layer 0 foot) to depth of
cover 0 foot) to find the mound height at the upblope edge
of rock layer;
1•u ft+lh+lft= 3.0 feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3.3 3
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: x = �ci_ feet
f. Add depth of dean sand for slope difference (2b) at
downslope edge, to the mound height at the upslope edge
of rock layer (20 to find the downslope height;
-r,o ft + . :r ft = feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of <'. L)
h. Multiply dike multiplier by downslope mound height
to get downslope dike width: ? C x -<.0 = IK _ feet
L Compare the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width;
I (k-1 feet
} Total mound width is the sum of
upslope dike (G.2e) width plus rock
layer width (D.2) plus
downslope dike width(G.20;
)o ft+ 10 ft+ i K ft= _feet
k. Total mound length is the gum of
upslope dike width (G.2e) plus rock layer
length (D.3) plus upslope dike width (G.2e);
ft+ /—k ft+/_ft= a r_feet
t� -t- LOW -� I = /07
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A. Detumine pump capacity.
Gravity Distribution
1. Minimum si,66ested is 600 gallons per hour (10 gpm) to stay ahead of
Water use rate.
L Maximum suggested for deli vcry to a drop box of a home system is 2,700
gallons per hour (45 gpm) to present build-up of pressure in drop box.
Pressure Distibution
3. a. Select number of perforated laterals
b. Select perforation spacing = . feet -
e. Subtract 2 ft from the rock layer length.
2 ft = feet.
d. Determine the number of spaces between perforations.
Length peri. spacing = - it. ft. = spaces
e. _ spaces + 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations x= perforations.
g- _7.. x ,..� - - gpm.
SELECTED FUMY CAPACITY gpm
B. Detentnine head requirements:
1. Devation difference between pump and point of discharge.
feet
2. tf pumping to a pressure distribution system, five feet for pressure
31 required at manifold if gravity stem, zero.
_ S feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.
Read faction loss in feet per 100 feet from table.
F.L = D. (, ft/100 ft of pipe
b. Determine total pipe length from pump to discharge
pc; -L Add 25 percent to pipe length for fitting
loss, or use a fitting loss chart. Equivalent pipe
length - 1.25 times pipe length =
14 D x 1.25 = 1') :5" feet
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent pipe length.
Total friction loss - a. 1, _ x J 7 ,C +100 = S feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
(1) (2) (3c)
TOTAL BEAD lib_ feet
G Pump selection
1. A pump must be selected to deliver at least
gpm (Step A) with at least I I- feet of total head (Step B).
F-17
LD KWORATDM OF • KRfORATED LATERAL
Lwr W Vw l� r iww.r K� W r•
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a. Use for single family homes
b. Use for all other applications
Pipe LcngLh
Point of
EI: oraum Diftmwe
P 0
F -18b
1.5 inch 2.0 inch 3.0 inch
IM h Ww= ro r. i W n of P.
10
0.69
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12
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0.28
14
1.28
0.38
16
1.63
0.48
13
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
s0
3.99
0.58
55
4.76
0.70
60
5.60
0.82
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