HomeMy WebLinkAbout1997 - Septic system 1 liVlalIV11 1 csw-Jyslcnl uesugn -Jysienl installation
LARRY'S ONSITE SEPTIC
4980 County Rd 10 E.
Chaska, MN 55318
(612) 448-2176
TO: -re Nvle �a s/�s-
DATE: S/ V? 7
I'la55 36
BID TO INSTALL SEPTIC SYSTEM AT: I/ Sr A 0 (j)e 5 f id
AS PER DESIGNED
PERCOLATION TEST gc
SYSTEM DESIGN Pp(
INSTALLATION / 3 g- 0
TOTAL COST OF SYSTEM / 3, 8'5-)
REMARKS: N' f �.C.1".02-...1 c..0.f�,/ dr* ,6 4 Tir'ce. 1^c v4-.o u a
W�/I a 6a ..ch pi( , Wew c' c /1, 11
,--
bet_se en C.v.f
NOTE: BID DOES NOT INCLUDE ESTABLISHING OR MAINTAINING SEED/SOD COVER OVER
MOUND.
NOTE: ON SYSTEMS PUMPED OUTSIDE THE HOUSE,BID DOES NOT INCLUDE ELECTRICAL
PARTS/LABOR OUTSIDE OF PUMP TANK AND AT HOUSE.
Larry Van De Veire,D.R.P. Designer I and Installer, State License#320
Percolation Tests-System Design- System Installation
•
LARRY'S ONSITE SEPTIC
4980 County Rd 10 E.
Chaska, MN 55318
(612) 448-2176
TO: DATE : 8/20/97
Terry Eastman
4520 W. Branch Road
Mound, MN 55364
Percolation test results and septic system design for:
4520 West Branch Road
City of Orono
MATERIAL LIST
Washed Sand 400 Ton
Washed Rock 24 Ton
Sandy Loam 15 Yds
Black Dirt 90 Yds
SEPTIC SYSTEM IS DESIGN FOR A 3 BEDROOM HOUSE
SEPTIC SYSTEM WILL CONSIST OF
Septic tanks 2 -1,000 gallon septic tanks
Pump Tank 1-1,000 gallon
Mound with a rock bed of: 10 X 38 ft
and a sand base of: 62X51 ft
•
Larry Van De Veire, D.R.P. Designer I and Installer, State License#320
Lois of Soil Borings
8-31
Location or Project 4 p e. ev,e„,„ -212,,,p/
Boring a made- by is yyr•y t/ f)Q v,.p j v. e_/ Date Z/1377 7
Classification System: AASHO ; USDA-SCS ,' • Unified ; other
Auger used (check two) : Hand " " or Power ; Flight
or Bucket other
Depth, Boring number e -- 1 Depth, Boring number II .Z
in Surface elevation in
feet feet Surface elevation
0 - 0 ---
1 — ko0-t•--
1 --- 0.i^--
z — /4/ t.o a co _ C b
2
3 — 3 ---
4 — 4 --
5 — 5 —
6 — 6 _
7 — 7 —
8 — 8 --
End of boring at iL feet. End of boring at , .2 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:
Observed at feet of depth. Observed at
.7-\ feet of depth.
Not present in boring hole
• Not present in boring hole
Observations and comments:
Observations and comments:
II-39
PERCOLATION TEST DATA SHEET
Test hole lc:cation y co ti,) , s/-kv-A,+c1 dole niimbvi f- /
Date test hole was prepared 0 $/ 9'7 , Depth of hole bottom, j7:-- inches.
Diameter of hole, 4- inches.
Soil data from test hole:
Depth, inches Soil texture
D - /-7--
n
Method of scratching .sidewall _ ..SN _ kt , . , /-� Ate, +/I •
Depth of: pea-sized gravel in bottom of hole, -�-2. inches.
Date and hour of initial water filling el /V 1 7
Depth of initial water filling, J.:2_ / inches/ above hole bottom.
Method used to maintain at least //12 inches of water depth in hole for at least
4 hours . Mct ti k. / -e_7'�( ' /1
Percolation test readings made by I e _ a H 12- lie 1r e on .
�/fq / startingat a'K
��e,�7 �.d� . Maximum water depth above hole bottr
duringdtest, r inches.
Time Percolation
Interval, Measurement, Drop in water rate, Remarks
Minutes inches level, inches minutes per
inch
S.
/.% 7 Y
S
t2, 7 .i
•
•
Percolation rate - minutes per inch.
11-3')
PERCOLATION TEST DATA SHEET
Test hole lc:cation ti r%O w ElY'hv'el he Po/ hole ncim(w r
Date test hole was prepared $/ /Sy 9 7 , Depth of hole bottom, / 2-.. inches.
Diameter of hole, 6inches/. J
Soil data from test hole:
Depth, inches Soil texture
0 " 1.2- 1.o0_ 4 -
Method of scratching .sidewall 5 7 1' c_f r Ay , \/cL,'/t
•
Depth of pea-sized gravel in bottom of hole, ? inches.
Date and hour of initial water filling ? -7
Depth of initial water filling, 12- inc es above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least
4 hours . /4ck 4` / �•to c '///
Percolation test readings made by c A0.Vv..y L/A- 1,1•P
/ i .
.a �e �/4�( r�. on
a / p 7/ ? 7 starting at _1,� 00 a'1°' . Maximum water depth above hole bottc.
(d a ) cn_c j
during test, gr inches.
Time Percolation
Interval, Measurement, Drop in water rate, Remarks
Minutes inches level, inches minutes per
•
inch
g
. 1 5- V= Y-..- '3 o
/ 4 4,54,_ i � ,
•
/Co ' 7 1/' . y 3 � •
• .
Percolation rate - 5 minutes per inch.
is-39
PERCOLATION TEST DATA SHEET
• Test hole 1c:cation V 5 A co e s,1- ke,..•�a. "PA Hole ntumh.•r P•-;
Date test hole was prepared .i//791,7 , Depth of hole bottom, /Z._ inches.
Diameter of hole, 4' inches.
Soil data from test hole:
Depth, inches Soil texture
O / --, L-D a w--.
Method of scratching .sidewall S j t'L k _L.° �1 [ 1r��f
•
Depth of: pea-sized gravel in bottom of hole, ,� inches.
Date and hour of initial water filling /�g/ q 7
Depth of initial water filling, / 2 / inches above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least
4 hours . /s4 , t.u� / ',e lei ill
Percolation test readings made by l ck Y (AL, P.:, def on
g119� 77 startin at a.m.
g �t D(7 . Maximum water depth above hole botte.
(dat )
during test, S" inches.
Time Percolation
Interval, Measurement, Drop in water rate, Remarks
Minutes inches level, inches minutes per
inch
g
• / 5- 7 'lam i4- -So
/ S 7 I,4. '/4___ 3p
•
Percolation rate
'CO minutes per inch.
•V1\/vl\LJ aI LJI\-71.N V V1\1\J 11 L L l
(For Flows up to 1200 gpd)
. A. FLOW Estimated Sewage Flows'in Gallons per day
Estimated Li S. gpd Number Type 1 Ty nType,Il Ix
or measured x 1.5 = gpd. Ballroom
t>s
1
B. SEPTIC TANK LIQUID VOLUMES 2 6'00 375 256
3 450 3(X) 218 tosc
4 600 375 256 ordse
vaities
7505 6 s50 332Z- 1000 f gallons iTe I.
7 1050 600 370 II,..
8 1200 675 408 III
C. SOILS (refer to site evaluation) "'"ns
1. Depth to restricting layer = inches feet Septic Mink Capacities(In gallons)
2. Depth of percolation tests = / .2- inches Number of Minimum Liquid Liquid capacity with
Bedrooms Capacity garbage disposal
3. Texture k o cc.0-- Percolation rate -.Z mpi
2 or less 750 1125
4. Land slope / A TO 3 or 4 1000 1500
5 or 6 1500 2250
7,8 or 9 2000 3000
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 =
11-5-0 gpd x 0.83 sq. ft./gpd =5.g'0 sq. ft.
2. Select width of rock layer (max 10' if <120 mpi max 5') = / 0 ft.
3. Length of rock layer/= area j- width= :;,:-...7;a,, .rat..,-.r.e 1aPap�a. ah. .renav,'at
3 8Z) sq. ft. =r /0 ft. = 38' ft. lit.;P O P„.1 o a` a.nP7...-.L.--,,,
� P..O.t7.1b.aD iD�rt�Ti.U.Yla vA:4`:c� Q..O`�n ii�L
Width ft 2n(f 9' O�
•M1 .�qw Q 't7 P -‘,...-.. ......0„:717.F.1
<120mpi <10' Length ft
E. ROCK VOLUME >120mpi <5'
1. Multiply rock area by rock depth to get cubic feet of rock;SS"D sq. ft. x )
ft. = 30cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
3 87, cu. ft. -27= /Li cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons; ) / cu. yd. x 1.4
ton/cu. yd. = .TO tons.
F. ABSORPTION WIDTH Absorption Width Sizing Table
1. Percolation rate in top 12 inches of soil is .5A mpi Percolation Rate in Gallons Rano of Absorption
.Minutes per Inch Soil Texture per day per width to Rock '
Texture A noLM IMP!) square foot Layer width 1
Faster than 0.1 Coarse Sand 1.20 1.00
0.1 to 5 Sand 1.20 1.00
2. Select allowable soil loading rate from table; 0.1 to 5 Fine Sand 0.60 2.00
CO6 to 15 Sandy Loam 0.79 1.52
D gp d/ft2 16 to 30 Loam 0.60 2.00 1
31 to 45 Silt Loam 0.50 2.40
46 to 60 Clay Loain 0.45 2.67
• 60 to 120 Clay 0.24 5.00
3. Calculate adsorption width ratio by dividing rock layer Slower than 120 Clay 0.20 6.00
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; j
1.20 gpd/ft2+ . SD gpd/ft2 = / , y
i
4. Multiply adsorption width ratio by rock layer width to get i
required adsorption width;
a?.el x 10 ft = Y ft
,G. DOWNSLOPE BERM WIDTH 510 - cover 1•
1. If landslope is 1% or more,
subtract rock layer width from adsorption width � - • �
to obtain minimum downslope berm toe • Clean Sana D
u 6'Topsoil
s?Ll ft - 10 ft = 1 T feet Natural Soil 'r-
2. Calculate Minimum mound Size
a. Determine depth of clean sand fill at Upslopes Width D wwryslope Width
upslope edge of rock layer: Rocroidth Absor n Width
Separation 3' - .Z ft = I feet
b. Add depth of clean sand for separation (2a)
at upslope edge, depth of rock layer (1 foot) to depth of cover
(1 foot) to find the mound height at the upslope edge of rock layer;
I ft + lft + lft = 3 feet
c. Enter table with landslope and upslope berm Upspe Width
ratio. Select berm multiplier of ?, qp aao o �w ...,sa o •
':;Up io a Width: . oo e. osb„�Rock BedV ?a d¢s0 oo sC Ups!
ps o e Width
ib . 1 J;pavaiaily
d. Multiply berm multiplier by upslope mound o;SI(3" Width )2.
. LA:as .a. Lente 3g
height to find upslope berm width: r•� °•o6,p poa=av=°er°•a°ar
.Z, 7 x 3 = g feet
e. Multiply rock layer width by
1° Downslope Width3 - I
landslope to determine drop in elevation; • Absorption Width /'i -
/0 x /2, % s- 100 = It 2 feet i,:
f. Add depth of clean sand for slope Total Lend, 7Z
difference (2e)at downslope edge, to
the mound height at the upslope edge
of rock layer (2d) to find the downslope height;
J, 2 ft + 3 ft = 9,,2 feet
g. Enter table with landslope and downslope berm ratio. Select
berm multiplier of '7. 6 7
h. Multiply berm multiplier by downslope mound height to get BERM SLOPE MULTIPLIERS
downslope berm width:
7.&Tx Y.-Z = .33 feet Land DOWNSLOPE UPSLOPE
i. Com are the values of ste G.1 i q Slope. berm multipliers for various berm multipliers for various
P P
in 9. berm slope ratios berm slope ratios
and Step G.2h 33
Select the greater of the two values as the 3:1 4:1 5:1 6:1 7:1 3:1 4:1 5:1 611 7:1 8:1
downslope berm width; S3 feet 0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0
j. Total mound width is the sum of ' 3.09 4.17 5.26 6.38 7.53 2.91 3.85 4.76 5.66 6.54 7 41
upslope berm (G.2d) 2 3.19 4.35 5.56 6.82 8.14 2.83 3.70 4.54 5.36 6.14 6.90
3 3.30 4.54 5.88 7.32 8.86 2.75 3.57 4.35 5.08 5.79 6.45
width plus rock layer width (D.2) 4 3.41 4.76 6.25 7.89 9.72 2.68 3.45 4.17 4.84 5.46 ,.U6
plus downslope berm width(G.2i); 5 3.53 5.00 6.67 8.57 10.77 2.61 3.33 4.00 4.62 5.19 5.71
ft + I 0 , ft + 3 3 ft = 51 feet 6 3.66 5.26 7.14 9.38 12.07 2.54 3.23 3.85 4.41 4.93 5.41
k. Total mound length is the sum of upslope 7 3.80 5.56 7.69 10.34 13.73 2.48 3.12 3.70 4.23 4.70 5.1;
berm width (G.2d) plus rock layer length (D.3) 8 3.95 5.88 8.33 11.54 15.91 2.42 3.03 3.57 4.05 4.49 4 sx
plus upslope berm width (G.2d); 9 4.11 6.25 9.09 13.04 18.92 2.36 2.94 3.45 3.90 4.30 4 6:
/X- ft + 3 ft + )7, ft = fP?, feet 10 4.29 6.67 10.00 15.00 23.33 2.31 2.86 3.33 3.75 4 12 444
11 4.48 7.14 11.11 17.65 30.43 2.26 2.78 3.23 3.61 3.95 4 26
12 4.69 7.69 12.50 21.43 43.75 2.21 2. 0 3.12 3.49 3.80 4 t4
Final Dimesions: Note:The product of the multiplier and the height results in the honzontal distance to where the
berm meets the original land slope.Example:Height at upper edge of rock layer is 3.0 leer.rock
// layer is 10 feet wide.land slope is 6%and berm slope ratio is 4:1.Upslope berm width is 3.23 e
t e X ,� ' 3.0.9.7 ft:height at lower edge of rock layer is 3.0+10 x 0.6=3.6 ft and downslope berm width
1s5.26x3.6w 18.9 ft.
LAYER OF GEOTEXTILE — LOAMY SAND CAP
•
FABRIC — PERFORATED LATERAL
GRASS COVER
G INCHES
CLEAN SAND FILL �r ''�!�' . \•• TOPSOIL
MAXI MUM SLOPE —•-• `:•' '• :o o r,ry `�
3 TO I • '''` J
TOPSOIL CLEAN ROCK q"
PLOWED OR 3/n TO 2'/2 INCITES
SUBSOIL DISKED SURFACE 7., SLOPE
AVr
;,,
CROSS SECTION A - A
PIPE FROM
• PUMPING CHAMBER
u.
._.Z -
...._L
I •PERFORATED : I _
• LATERALS RALS i I .—
' I
• ' BED AREA I I
� .
(� • Z
•
I Iw w ,` 1)
I
X
-_ j __ I
INCHES I i� - - -N—` 30
j INCHES
I i I
1
i
1.... ____ 1....J _
DIKE 0 FEET _y___
MAX. DIKE -
-TOTAL WIDTH
•• ( II •
PLAN VIEW
•
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•
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DIKE WIDTHS FOR SEWAGE TREATMENT MOUNDS
J , _t_ ,
l
fit
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•RECTANGULAR SEWAGE TREATMENT MOUND
•
r5FP .. .. .-„:::..-;,.v.. .� ky+ 1,7440, I�' . r/
'‘'.73;.)? rk• .. ...1.:%•••••;:,re.rgi `Vx 1• ' ti?...,/.....1.• .
.........„,,......
;•.,. ..„...":„.„c.,..„:. :t,,,,.� 6.7
j ,• DI SERSION CHANNEL
A
i , ...,,. .1/24.7..,,,,,.., •...:::;::-,:„..:•-.e fitCr. ,� I' URrACE RUNOFF
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SEWAGE TREATMENT MOUND ON CONTOUR
PRESSURE DISTRIBUTION SYSTEM END PERFORATION OF A PERFORATED LATERAL
_-Glair Cover
1. Select number of perforated laterals %,:�
,O�• Topsoil ,)�j
' Layer of Geourttll. Fabric for los
2. Select perforation spacing = 3 feet. •• Loamy Sand Layer ' Inch layer of hay or straw covered
with red !dein paper)
166 •liC7111rrnliondis Perforahon Drtll.d Horuonialin
3. Since perforations should not be placed closer than 1 ft. to ph. .1------,--..� Al Least p12•to Ea,e
the edge of the rock layer (see diagram), subtract 2 ft. from !rain Field Rock .. of Rock Layer
i‘ Perforations Located al
the rock layer length. Clean Sand Layer Bottom of Lateral
— 2 ft. = Y feet. ,Original Sall Properly Scarified
Rock layer length Before Placing Sand Layer
Requued Perforation Discharge
4. Determine the number of spaces between perforations. in gallons per cornute lgpml
Divide the length above by perforation spacing and round °`H ad` %sl '"M ;.a".
(feet)
down to nearest whole number.
1.0a 0.56 (57.-74)
Length perf. spacing = -34' ft. _ 3 ft. = / spaces
2.0b 0.80 1.04
(3) (2) a.Use for single family homes
b.Use for all other applications
5. Number of perforations is equal to one plus the number of
perforation spaces .
/ spaces + 1 = / p Maximum number of quarter inch perforations per
erforations/lateral lateral to guamantee< 10%discharge variation
Perforation
6. Multiply perforations per lateral by number of laterals to Spacing
jg 1% ly 2
get total number of perforations. 2.5 14 18 28
_a_ /3 = �i C�perforations. 3.0 13 17 26
laterals X pens/lateral3.3 12 16 25
7. Determine required flow rate by multiplying 4.0 11 15 23
number of perforations by flow per perforation 5.0 10 14 22
e
71/
pens X gpm/pert =.3_0_
= iNIFOI.D LOCATED AT ENO OF PRQSr.ME DISTRIeu1 SYSTru
Y gpm. Y
8. If laterals are connected to header pipe as shown on upper ,
example, to select minimum required lateral diameter; enter , - l I
table with perforation spacing and number of perforations — s,,,�" `-
per lateral. Select minimum diameter for \^ `"`
perforated lateral = I % /
inches.
tlYWr of eeeeonorco.see LATERALS mit
M(]3.ME Clfre..ur KM re..dro
0-......r.......a of
9. If perforated lateral system is attached to manifold pipe near , r`r .r" • . s
Y 1
the center, lower diagram, perforated lateral length and --- 'r.anpE„..MOO a
Inumber of perforations per lateral will be approximately one
half of that in step 8. Using these values, select minimum
diameter for perforated lateral = inches. \.� ,,. '`„ � ;�
e- -
O,
/
J
\
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
Gravity Distribution
1. Minimum suggested is 20 gpm
2. Maximum suggested is 45 gpm
Pressure Distibution
3.a. Select number of perforated laterals 2 Perforation Discharges in GPM
b. Select perforation spacing= 3 feet.
c. Subtract 2 ft. from the rock layer length. Head Perforation diameter
y g (feet) (inches)
-3 $' -2 ft. = 3 4- feet. 7/32 1/4
Rock lays ength
d. Determine the number of spaces betweenperforations.
l.oa 0.56 0. 4
Length perf. spacing=SC ft.+ 3 ft. = 1 spaces 1s 0.80 0.04
e. IP. spaces + 1 =. f perforations/lateral 2.ob o.80 1.04
f. Multiply perforations per lateral by number f laterals to a Use 1.0 foot single homes.
et total number of perforations. x _ perforations.
b Use 2.0 feet for anything else.
7 laterals per/s/ateral
g. G x .._ Cgpm.
SELEt_1'ED PUMP CAPACITY •ZO gpm
B.Determine head requirements:
Soil treatment system
1. Elevation difference between pump and point of discharge. . .
4 feet Total pipe length
2. If pumping to a pressure distribution system,five feet for pressure
required at manifold if gravitysystem,zero.
�j" Wet iii'feet Elevation Difference
pipe3. Friction loss
a. Enter friction loss table with gpm and pipe diameter.Read friction loss in feet per 100 feet from table(F-14).
F.L. = e 73 ft./100 ft of pipe
b. Determine total pipe length from pump to discharge Friction Loss in Plastic Pipe
point. Estimate by adding 25 percent to pipe length for fitting Nominal
loss,or use a fitting loss chart(F-15 R0 feet). pipe dia.
Equivalent pipe length- 1.25 times pipe length= Flow Rate
Z 0 x 1.25 = 2 S feet gpm 1.5" 2" 3"
c. Calculate total friction loss by multiplying
friction loss in ft/100 ft li)y equivalent ipe length. 20 2.47 0.73 0.11
Total friction loss = . 7 3 x X +100 = I feet 25 3.73 1.11 0.16
4. Total head required is the sum of elevation difference, 30 5.23 1.55 0.23
35 6.96 2.06 0.30
special head requirements,and total friction loss. 40 8.91 2.64 0.39
q 45 11.07 3.28 0.48
t + lc + 1 50 13.46 3.99 0.58
(1) (2) (3c) 55 4.76 0.70
60 5.60 0.82
r 65 6.48 0.95
TOTAL HEAD /-) feet 70 7.44 1.09
C. Pump selection
1. A pump must be selected to deliver at least
0 gpm (Step A) with at least /S. feet of total head (Step B).
REDWOOD, CEDAR OR
WATER TIGHT & LOCKABLE ELECTRIC BOX �—TREATED POST (4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS - t � , —ALLINSIEL E TRIC CONNECTIONS MADE
X
2" PVC CONDUIT SCHEDULE 80
MANHOLE COVER CHAINED & LOCKED 6"SPACE , LOOP OF POWER CORD FOR
—4----- SETTLEMENT
SEALED MANHOLE RINGS ,`/ FINAL GRADE ,r,
A ,��'� AT LEAST 12" 77—
BELOW
GRADE
UNION
_i ir- -WIRE FROM POWER SUPPLY
PIPE IS LAID ON A UNIFORM SLOPE FROM
PUMP STATION UP TO SOIL TREATMENT AREA
FOR PROPER DRAINBACK
SEALED TANK COVER . — IF PIPE AT TANK MUST BE LOWER THAN s
• UNION TO GET ELEVATION FOR DRAINBACK,
PLASTIC ROPE OR CHAIN A I/4 INCH WEEP HOLE MUST BE USED
WITH ANCHOR ;
ALARM FLOAT ON SEPARATE WEEP HOLE
ELECTRICAL CIRCUIT •
• NOTES: ELECTRICAL WIRE FROM POWER SUPPLY
_START LEVEL L7 MUST NOT RUN OVER ANY TANKS BUT
ii " _ MUST -BE LAID BESIDE OTHER TANKS
3"—7 AND MUST BE PLACED IN CONDUIT
. ALONG POST
SHUT— OFF LEVEL Q • ` ELECTRICAL CORDS FROM PUMP AND
. 1 FLOATS MUST BE RUN THROUGH
• CONDUIT. WIRES CANNOT HAVE GROUND
PUMP CONTROL FLOAT u x CONTACT.
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