HomeMy WebLinkAboutseptic info .SEPTIC SYSTEM INVENTORY
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Address: 1005 Heritage Ln. PID: 10-117-23 12 0005
Building Type: residence #BRs/GPD: 3-4 #Systems 1 Units Billed 1
Permit#: 3772, 7499 Date of Permit: 8/28/73, 7/11/ Installer: Widmer Bros., E. J. Peter
System Type standard trench Experimental: no Appliances lndry
SYSTEM CONDITION
Conformity: 3 Tank Condition: 10 DF condition: 11 Failure Pot: failing
SEPTIC TANKS
Material: concrete block Capacity: 8U0, 600
Setback to Bldg: 10 Cesspool: yes
DRAINFIELD
Length of Lines 235 #Lines: 3 Trench Width: 3-10
Treatment Area: 700+bed Type of Filter rock Soil Boring: yes
Tile Size: 4 Under Tile 6 Perc Rate: 17
Setback DF-Bldg: 20 DF Ht above Wt: 3
Soil Type: loamy sand Limitations: none
WELL DATA
Setbacks - Well-Tanks: 50 Well-DF: 75 Report in File: n
Pump Type: subm. Depth: 84 Diameter: 4 Method: drilled
INSPECTION RECORD PUMPO UT RECORD
DATE DESCRIPTION COMPI�ANCE DATE GALLONS
10/3/78 no surfacing s 7/1/84 1500
5/1/84 backup-tanks located 2 3/1/88 1500
7/1/84 new drainfield 2 7/1/90 1000
9/24/87 no surfacing 2 12/27/93 800
2/25/88 heavy snow cover,incomplete inspection 2 8/11/97 1200
7/10/90 no surfacing 2
10/1/92 no surfacing 2
6/9/94 no mottling to 60",trench 30" 2
8/7/97 non-compliant-no tank bottom-12/31/99 3
4/13/98 non-compliant-cesspool, sewer by 12/31/ 3
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�,�9 g.�G Street Address: Mailing Address:
$ESHp 2750 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner: ��7��� ���C.�� Address: 1005 Haritage Ln.
Permit #'s: 3772, 7499 Dates: 8/28/73, 7/il/84 Contractors: Widmer Bros., E. J. Peterson
Co.
(This is [x] an existing system ( ] new construction) .
SYSTEM COMPLIANCE (1-3) : 3
1 Code System: Meets or exceeds current City standards in all respects relating to design,
construction, and location. Appears to be operating properly.
2 Compliant System: Does not meet all current City standards for new construction, but in
most respects appears to be designed, located, and constructed in accordance with previous
codes and is functioning properly.
� Non-Compliant System: System may or may not meet current City standards for design,
construction, or location, but is failing to properly treat and dispose of the current
input; and any system with less than three feet of vertical separation between the bottom
of the drainfield and the saturated soil level.
(The saturated soil leval is [x] or is not [ ] identified undar this septic system. If the
saturated soil level is not identified, this classification is subjact to revision.)
TANK CONDITION (5-9) : 10
5 Pumpout not needed at this time.
6 Solids accumulation in tanks indicates they should be pumped out this year.
7 System is discharging to the surface. Tanks must be pumped out within 48 hours.
8 Inspection risers missing-tanks could not be inspected. If tanks have not been pumped out
within three years, they should be pumped out and risers installed now.
9 Inspection pipe is located over tank baffle-can not measure solids accumulation. If tanks
have not been pumped out within three years, they should be pumped out now.
10 One or more tanks are cesspools, which means the septic system is non-compliant.
(The tanks are [ ] or are not [X] water tight or the condition is � ] unknown. If the tanks
are not confirmed to be watertight, this classification is subject to revision.)
DRAINFIELD CONDITION (11-14) : 11
1 Drainfield is dry, no surfacing evident.
Some evidence of surfacing, not critical yet. Repair is not required at this time.
13 Drainfield is saturated and visibly discharging untreated effluent to the surface.
Contact the City Inspector immediately. Repair must be completed within 90 days.
14 Drainfield extent and condition unknown.
POTENTIAL FOR SYSTEM FAILURE: (system age and condition, soils, etc. ) : failing
COMMENTS: The septic system is classified as a failing system since the tanks have no bottoms.
The system must be repaired, replaced or connected to municipal sewer by 12/31/2004.
(Municipal sewer may or may not be available to you. )
�-///�/� -----J
Date of Inspection Se ^c System Inspector
Note: In the event that this inspection report is used to satisfy the requirements for a
transfer of property, this report does not guarantee that an existing system will continue to
function properly, but indicates the operation of the system under current conditions.
Telephone (612) 473-7357 • FAX 473-0510
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\ �'9�tE+gg0g'� 2150 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner: L�/t Address: 1005 Haritaga Ln.
Permit #'s: 3772, 7499 Dates: 8/28/73, 7/11/84 Contractors: Widmer Bros., E. J. Peterson
Co.
(This is [�1 an existing system [ ] new construction) .
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SYSTEM COMPLIANCE (1-3) : 3
1 Code System: Meets or exceeds current City standards in all respects relating to design,
construction, and location. Appears to be operating properly.
2 Compliant System: Does not meet all current City standards for new construction, but in
most respects appears to be designed, located, and constructed in accordance with previous
codes and is functioning properly.
3 Non-Compliant System: System may or may not meet current City standards for design,
construction, or location, but is failing to properly treat and dispose of the current
input; and any system with less than three feet of vertical separation between the bottom
of the drainfield and the saturated soil level.
(The saturated soil level [� has or [ ] has not baen identified at this time. If the
saturatad soil level has not been identified, this classification is subject to revision.)
TANK CONDITION (5-9) : 9
5 Pumpout not needed at this time.
6 Solids accumulation in tanks indicates they should be pumped out this year.
7 System is discharging to the surface. Tanks must be pumped out within 48 hours.
8 Inspection risers missing-tanks could not be inspected. If tanks have not been pumped out
within three years, they should be pumped out and risers installed now.
� Inspection pipe is located over tank baff.le-can not measure solids accumulation. If tanks
have not been pumped out within three years, they should be pumped out now.
(During the last saptic tank Maintenance Pumpout tha tanks [ ] were or [ were not confirmed
to be watertight by the licensed pumping contractor. If the tanks wa e not confirmed to be
watertiyht, this classification is subject to ravision.)
INFIELD CONDITION (11-14) : 11
11 Drainfield is dry, no surfacing evident.
Some evidence of surfacing, not critical yet. Repair is not required at this time.
13 Drainfield is saturated and visibly discharging untreated effluent to the surface.
Contact the City Inspector immediately. Repair must be completed within 90 days.
14 Drainfield extent and condition unknown.
POTENTIAL FOR SYSTEM FAILURE: (system age and condition, soils, etc. ) : medium
COMMENTS: The drainfield is saturated, but is not discharging to the surface. The inspection
of the septic tanks revealed that they have no bottoms and the system is non-compliant. If the
system is not discharging to the surface, the septic tanks ust be replaced by 12/31/99.
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Da o Inspec ion tic System Inspector
Note: In the event that this inspection report is used to satisfy the requirements for a
transfer of property, this report does not guarantee that an existing system will continue to
function properly, but indicates the operation of the system under current conditions.
Telep6one (612) 473-7357 • FAX 473-0510
CITY OF ORONO � O�
Municipal Offices O � O
Post Office eox 66
Crystal Bay, MN 55323-0066 a � ON—SITE SEWAGE TREATMENT
r� � INSPECTION REPORT
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Owner• 1�11/�� �E1il Address• � ,
Permit #'s: Dates:�oEo�'/�/���`� Contractors: �yC�)')?,Pi�`��1�/�U i�'��SD'Y�l.0.
City ordinance number 100 requires that each on-site seuage treatment system in Orono be inspected on a regular basis.
The on-site sewage treatment system at the above address has been inspected and appears to fall into the category
checked below.
(7his is [ �—an existing system [ ] new construction)
SYSTEM CONFORMITY (1-3):
1 "CODE SYSTEM"-A system which meets all the location, design, and construction standards of the current City
Codes, and which is operating satisfactorily by treating and disposing of the entire current sewage input
uithout discharging any pollutants into ground or surface uaters.
2 "CONFORMING SYSTEM��-A system which does not meet all the location, design, and construction standards of the
current City Codes, but was installed according to the code in effect at the time of installation, and uhich
is operating satisfactorily by treating and disposing of the entire current sewage input without discharging
any pollutants into ground or surface waters.
3 "NON-CONFORMING SYSTEM"-A prohibited system; a system located within a designated 100-year floodplain; any
system which may or may not meet all the location, design, and construction standards of the current City
Codes and which is failing for any reason; and any system with less than 3 feet of unsaturated soil or sand
between the distribution device and the limiting soil characteristics.
� (The limiting soil characteristic � has or [ 7 has not been identified at this time. If the limiting soil
characteristic has not been identi ied, this classification may be subject to revision.)
TANK CONDITION (5-10):
T� inspection indicates:
Pumpout not needed at this time.
6 Solids accumulation in tanks indicates they should be pumped out this year to help prevent future problems.
7 Solids accumulation in tanks is at a critical level. Tanks should be pumped out as soon as possible.
8 System is discharging to the surface. Tanks must be pumped out uithin 48 hours to eliminate surface dischar�e.
9 Inspection risers missing-tanks could not be inspected. Inspection risers (4" dia. pipe) must be installed in each
tank at next pumpout. If tanks have not been p�mped out uithin the last three years, they should be purtiped
out now.
10 Inspection pipe is located directly over tank baffle (does not give accurate measurement of solids accumulation).
If tanks have not been punped out within the last three years, they should be pumped out now.
DRAINFIELD CONDITION (11-14):
Dr field inspection indicates:
J�Drainfield is dry, no surfacing evident.
12 Some evidence of surfacing, not critical yet.
13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector
imnediately. Repairs must be canpleted within 90 days.
14 Drainfield extent and condition unknown.
LIMITING S1TE FACTORS (slope,setbacks,etc.):
POTENTIAL FOR SYSTEM FAlLURE (depends on soils,uater table,etc.):
C MMENT : j� � � ~ e ,�.��
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Date of Inspection e tic System Inspector
Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of
property, be advised that this report does not guarantee or certify that an existing system will continue to function
properlyi but is merely an opinion of the adequacy of the system under current conditions based on the available
informatton.
This report must be kept on the premises with the system loc�ti�n and pumping records.
WHITE COPY/Inspectors File YELLOW COPY/Homeowner
CITY OF ORONO � O�
Municipal Offices O � O
Post Office Box 66
Crystal eay, MN 55323-0066 � � ON—SITE SEWAGE TREATMENT
� � INSPECTION REPORT
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9kESH�4'�
Owner: �Vl%A �E.�t"y[I Addres s: /f I 1� �n�qQP, L1�1,
Permit #'s: ' �' Dates: � ` �'� � Contractors: �ii/�]'i7le*Y �SrrvS.�F,J F�FZr�� �.
City ordinance number 100 requires that each on-site sewage treatment system in Orono be inspected on a regular basis.
The on-stte sewage treatment system at the above address has been inspected and appears to fall into the category
checked below.
(This is � an existing system [ ] new construction)
SYSTEM CONFORMITY (1-3): �
1 "CODE SYSTEM"-A system which meets all the location, design, and construction standards of the current City
Codes, and which is operating satisfactorily by treating and disposing of the entire current sewage input
uithout discharging any pollutants into ground or surface uaters.
"CONfORMING SYSTEM"-A system which does not meet all the location, design, and construction standards of the
current City Codes, but was installed according to the code in effect at the time of installation, and which
is operating satisfactorily by treating and disposing of the entire current sewage input without discharging
any pollutants into ground or surface waters.
3 "NON-CONFORMING SYSTEM"-A prohibited system; a system located within a designated 100-year floodplain; any
system which may or may not meet all the location, design, and construction standards of the current City
Codes and which is failiny for any reason; and any system with less than 3 feet of unsaturated soil or sand
between the distribution device and the limiting soil characteristics.
(The limiting soil characteristic [ ] has or [ 7 has not been identified at this time. If the limiting soil
characteristic has not been identified, this classification may be subject to revision.>
TANK CONDITION (5-10):
Tank inspection indicates:
5 Pumpout not needed at this time.
6 Solids accumulation in tanks indicates they should be pumped out this year to help prevent future problems.
7 �olids accumulation in tanks is at a critical level. Tanks should be pumped out as soon as possible.
8 System is discharging to the surface. Tanks must be pumped out within 48 hours to eliminate surface discharge.
9 Inspection risers missing-tanks could not be inspectPd. Inspection risers (4" dia. pipe) must be installed in each
tank at next pumpout. If tanks have not been pumped out within the last three years, they should be pumped
out now.
� Inspection pipe is located directly over tank baffle (does not give accurate measurement of solids accumulation).
If tanks have not been pumped out within the last three years, they should be pumped out now.
DRAINFIELD CONDITION (11-14):
Dr nfield inspection indicates:
1 Drainfield is dry, no surfacing evident.
Some evidence of surfacing, not critical yet.
13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector
immediately. Repairs must be completed within 90 days.
14 Drainfield extent and condition unknown.
LIMITING SITE FACTORS (slope,setbacks,etc.):
POTENTIAL FOR SYSTEM FAILURE (depends on soils,water table,etc.): ��
COMMENTS:
�'
Date of Inspection eptic Sys em Inspector
Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of
property, be advised that this report does not guarantee or certtfy that an existing system will continue to function
properly� but is merely an opinion of the adequacy of the system under current conditions based on the available
tnformation.
This report must be kept on the prF�nises with the system loc=tien and pumping records.
WHITE COPY/Inspectors File YELLOW COPY/Homeowner
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� O� CITY OF ORONO
SEPTIC SYSTiE11�1 APPROVAL
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� , � �. Post�ft'ke Box 66
� '� ��.�r � Crystal Bay,Minnesota 5532.�0066
L�'�ES�-IO��
LOCATION: 1005 Heritage Ln.
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
Rusty Olson October 24, 1997
SITE EVALUATOR: REPORT DATE:
The City of Orono has Approved your on-site system design as of _November 12. 1997
" (approved-disapproved) (date)
with the following COnunents: The design is approved, the upslope dike width has been
corrected to reflect a 4: 1 slope. The mound width is 38 feet and the upslope
length is now 70 feet. This change has been made with the approval of the designer.
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
Inspectot (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 construc[ion. 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 O ON
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By _.._� s�
Stephen eckman, On-site Systems Manager
TELEf't IONE—473-7357� FA?t-473-0510
' Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson—MPCA License#810
11481 Riverview Rd. NE, Hanover, MN 55341
(612)49&8779
October 24, 1997
Steve Larson
1005 Heritage Lane
Orono,Henn.Co.
This On-Site Sewage Treatment System is Designed for a Type 1,four bedroom home in accordance with the
Minnesota Poll�ition Control Agency Chapter 7080 and local ordinances.
The soils on this site are SCS soils mapped-LRB Lester Loam. The seasonally saturated soils were located at
24"-to not present(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 treatment area must be located at least 3' above the
saturated soils.
The soils at a depth of 12"have a percolation rate averaging 5.0 min/inch.
Existing tank must be abandoned.
A pumping chamber will need to be installed to lift the effluent to t6e 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 light and sound device,this 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 materials are clean. The sod layer below the entire
mounded area must be turned over,just break up the sod,be sure not to over work.
All neighboring wells are located greater than 100' away from the proposed treatment area.
Keep all heavy equipment off of the proposed treatment areas 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 areas proposed for On-Site Sewage Treatment occurs.
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. Additives must not be used,they may cause 6armful
damage to your septic system. It is recommended that you pump the tank every year for 1 tank every two years
for two tanks.
Joseph 3.Olson
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a �I �' I, I,��I I`�N 1° D a°
Q � _ �
� " � p � �
p o
Z 1
N N �
� � MOUND DESIGN WORKSHEET
� (For Flows up to 1200 gpd)
A. FLOW Estimated Sewage Flows in Gallons per day
d
Estimated 6�r� gpd N�� �� �u �►yam �
or measured x 1.5 = gpd. °`
2 30o ns iso �
B. SEPTIC TANK LIQUID VOLUMES 4 �ao 330s Zs�. °`,'�
s �so aso z9a. ��"�
�S U(� gallons 6 900 525 332 T��
7 1050 b00 370 11 a
8 1200 675 408. W
C. SOILS (refer to site evaluation) `�`n""S
1. Depth to restricting layer = �inches � feet �`p"`�"'`�'�°`"'`���°g°"°'��
2. Depth of percolation tests = �a- lIl�eS Number of Minimum Liquid Liquid capacity with
Bedrooms Capacity garbage disposal
3. Texture Gar�M Percolation rate �,v mpi
4. Land slope �- � % Z3 0�as ioo°o isoo
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 =
bo� gpd x 0.83 sq. ft./gpd = vv sq, ft.
2. Select width of rock layer (max 10' if<120 mpi max 5') _ /c� ft.
3. Length of rock layer = area +width = a6:-� a�- � �6-a. a
9.'�����a�.4�.,a 4�'Cf,4� � � y, Y� ,
6 R �e 4'u 6�''� R y .o'.
-I- W,w 4R 9�}�.�L7�}�44A-O d.
s�v sq. ft. �o ft. _�ft. �
:Qa �Q�O�aR ti 6'�a 6'�6 a Q�o�. P . . �
�.�r � S>'G�P u0 C� �D�:. .,.. .,. _ :. _ .. . . . .
WI�Lll�_�L -tl . "._..y;.: ,_G..p`P D ;:D r.�, o-�. .a:p -���
<120mpi <10' Length sz�� ft
E. ROCK VOLUME >120mpi <5'
1. Multiply rock area by rock depth to get cubic feet of rock; s�� sq. ft. x i,o s
�, - sa s cu. ft.
2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards;
sa�s cu. ft. +27= i 9. s cu. yd. �
3. Multiply cubic yards by 1.4 to get weight of rock in tons; �g•� cu. yd. x 1.4
ton/cu. yd. =a 7. 3 tons.
F. ABSORPTION WIDTH Absorptlon Width Siziug 1Lble
1. Percolation rate in top 12 inches of soil is 5 mpi P+ercotuirn[t�r�in Gallons RazioofAhsaption
Texture LD/�M rdinutes pu Inch Soil Texture per day per width to Rock
(MPI) squarc foot Laycr Width
. Faster than 0.1 Couse Sand 1.20 I.00
0.1 to S Sand 1.20 I.00
2. Select allowable soil loading rate from table; o.��o s Fine Sand o.�o z.00
-!� d/ft2 6w30 S'°d� o:�o z:�
� s�co as s�ic�,o�ro oso z.ao
46 W 60 Clay Loam 0.45 2.67
60 to 120 Qay 0.24 5.00
3. Calculate adsorption width ratio by dividing rock layer s�oW����,�zo c,.Y o.zo b.00
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20 gpd/ftz+�_gpd/ft� = a �
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
�.. X io �= av �{
G. DOWNSLOPE BERM WIDTH slo�:- co�er��
_ 1. If landslope is 1% or more,
subtract rock layer width from adsorption width ' Rock l' ';°�o� �
� �
to obtain minimum downslope berm toe C1eanSand
6"Topwil
a� ft -�ft = /o feet atural Soil
2. Calculate Minimum mound Size
a. Determine depth of clean sand fill at vPsio�w�a�n o��lo�wid�n
upslope edge of rock layer: RO�W�d� Absorption Width
Separation 3' - �- ft = 1 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 �a
c. Enter table with landslope and upslope berm up��Pe w�acn `
ratio. Select berm multiplier of y.�o . ' � q - " p e o
' U slo eWidth P/�aueo�oap;; RockBed ?oDaubo�,,n UpslopeWidth
d. Multiply berm multiplier by upslope mound � '� OVpppQppGO?S `"'d�' �" �'?opDo069b D, ��
height to find upslope berm width: �
dp9$tl�Atl a;o 0 oon��-0�4o Qe uD u
3 x �(,��_- � feet � : ,
�
e. Multiply rock layer width by � ` � "
F° , . Downslope Width ��
landslope to determine drop in elevation; � � , nb��hon w�ach ir� � �
�� x s %= 100 = . s feet
. : .
, , . , <
f. Add depth of clean sand for slope Total Length �6
difference (2e)at downslope edge, to
� the mound height at the upslope edge
of rock layer (2d) to find the downslope height; �5c� ����G,t �,��
3 ft + . s ft = 3� S feet �s�o �w�,s,..�,��c� s 5�
g. Enter table with landslope and downslope berm ratio. Select
berm multiplier of s.vv
h. Multiply berm multiplier by downslope mound height to get BERM SLOPE MULTIPLIERS
downslope berm width:
3�S x -S = !�! feet t�na DOWNSLOPE UPSLOPE
1. COITl are the values of ste Ci.l�_ Slope berm mulUplias[or various berm multipGers for various
P P iu% berm slope rotlos berm slope ratios
and Step G.2h��
Select the greater of the two values as the 4: :� � � � �
downslope berm width; ! £s feet o s.o a.o s.o b.o �.o s.o a.o s.o 6.0 �.o g.o
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 a.3s s.sb b.az s.ia z.s3 3.�o a.sa 5.36 6.14 6.90
. 3 330 4.54 5.88 7.32 8.86 2.75 3.57 435 5.08 5.79 6.45
wicith 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 6.06
plus downslope berm width(G.21�� 5 3.53 5.00 6.67 8.57 10.77 2.61 �33 � 4.62 5.19 5.71
�_ft + /D ft+ �ft = �8, feet 6 3.66 5.26 7.14 938 I2.07 2.54 3.23 3.85 4.41 4.93 5.41
k. Total mound length is the sum of upslope � 3.so s.s6 7.69 io.�a 13.73 z.as 3.12 3.�o a.zs a.�o s.i3
berm width (G.2d) plus rock layer length (D.3) 8 3.95 s.ss 833 ,i.sa is.9i Z.a2 3.03 3.s� a.os a.a9 a.as
plus upslope berm width (G.ZC��� 9 4.11 6.23 9.09 13.04 18.92 236 2.94 3.45 3.90 4.30 4.65
`'�w�'E 16� ft + _s�ft + �ft - �feet �0 4.29 6.67 l0.00 15.00 23.33 2.31 2.86 333 3.75 4.12 4.44
�W� SC,��L i 4f SD I 8' 8'(. 11 4.48 7.14 l l.l! 17.65 30.43 2.26 2.78 3.23 3.61 3.95 4.26
l2 4.69 7.69 12.50 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08
Final Dimesions. ote:The product of the multiplier and the height rosults in the horizontal distance to where the
/�� �n rm mata the original land sloQe ExamPle:Height at uQper edge of rock layer is 3.0 feet,rock
- ayer is l0 fat wide,land slope�a 6%and berm slope reuo�s 4:L Upslope berm width is 3.23 x
�P 5 �� �( � .0=9.7 ft;height at lower ed¢e of rock layer is 3.0+l0 x 0.6=3.6 ft and downslope bertn wid
� a5.26x3.6=189ft.
u.'ri S�.,��..
PRESSURE DIST�IBUTION SYSTEM END PERFORATION OF A PERFORATED LATERAL
�craa Cover
1. Select number of perforated laterals 3 �`"
ro�u ,+��
2. Select perforation spacing = 3 feet. ` ` '� ��ay� of Geot�xtlla FaDrk ca���
r l.oamy Sand l�yer ' Inch layer of hay a ctraw covered
�:wltA rW rosfn paper)
Perforalion Drllled HorizoMally
�- �. . . ,� Into Cap Neor Top
3. Since perforations should not be placed closer than 1 ft. to ,
/� Plus , A� L�oct 12'to Edqa
a Fl�ld Rodc .�' of Rock Layer
the edge of the rock layer (see diagram), subtract 2 ft. from
the rock layer length. ��.o�sa�d �yH P.<<o�a��o�s�`a,ed o'
Bottom of Lateral
� �� ft. _ `1� feet. 0��4��a� So�� Properly Scanfiad
Rock layer leitgth Belae Placinq Sand Layer
Required Perforation D�scharge
4. Determine the number of spaces between perforations. m gal�ons per minute(gpm)
Divide the length above by perforation spacing and round DH15 e dgc s,��� ;�����
down to nearest whole number. �f���
1.Oa 0.56 0.74
Length perf. spacing = y �' ft. _ � ft. _ �spaces 2•Ob 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 .
Maximum number of quazter inch perforations pe
�spaces + 1 = /7 perforations/lateral lateral to guarnantee<10%dischazge variation
Perforation
6. Multiply perforations per lateral by number of laterals to S�f�jg 1� j� 2
� get total number of perforations. 2„5 14 18 2g
,3 r�,5 x ����= s'� perforations. 3.0 13 17 26
3.3 12 16 25
7. Determine required flow rate by multiplying 4.0 11 15 23
number of perforations by flow per perforation 5.Q 1� 14 22
SI � X �• ?y f_�gP�• MANIFOLD LOCATED AT END OF PRE$SURE pSTA�BU7qN SYSTEM
�
�,�.
8. If laterals are connected to header pipe as shown on upper '�
exa�ple, to select minimum required lateral diameter;enter %b�1"
table with perforation spacing and number of perforations ,,�`� '�'"��`
per lateral. Select minimum diameter for ��`"`�
perforated lateral = i% inches.
4YOUT Of/EAIpMTFp M/E UTE11�15 IOR
MESSIME DISTRiluTlpl W MOUMD
� [ pu[0 K�S K I�'[
�UrtOMTiqi lMQO M' W�'�M"
_ 9. If perforated lateral system is attached to manifold pipe near �"° «`��"`�'`�'� ��",�o ��„�..--r
the center, lower diagram,perforated lateral length and K�;��„n���a d ..--
number of perforations per lateral will be approximately one � •�,�.�.;�;;w
half of that in step 8. Using these values, select minimum _�,��, ,,, ��,, �
�` �
diameter for perforated lateral = I %y inches. -- ,� °` Y�n��.
� ��d
�
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
Gravity Distribution
1. Minunum suggested is 20 gpm
2. Maximum suggested is 45 gpm
Pressure Distibution
3. a. Select number of perforated laterals Perforation Discharges in GPM
b. Select perforation spacing= feet. Head Perforation diameter
c. Subtract 2 ft. from the rock layer length. feec inches
R«���yer�engw'2 ft.= feet. �/32 i/4
d. Determine the number of spaces between perforations. 1.oa 0.56 0.�4
Length perf.spacing= ft.+ ft. = spaces 1.5 0.69 0.90
e. spaces+1 = perforations/lateral 2.ob o.8o i.o4
f. Multiply perforations per lateral by number of laterals to a Use 1.0 foot single homes.
b Use 2.0 feet for anything else.
get total number of perforations. �r x ��S � = perforations.
g' � X RPm � - BPm.
SELECTED PUMP CAPACITY ��S 1 gpm
Soil treatment system
B.Determine head requirements:
1. Elevation difference between pump and point of discharge. °�°��°��°�
_�feet Total pipe length
2. If pumping to a pressure distribution system,five feet for pressure
required at manifold if gravity system,zero.
� feet �e� Elevabon Difference
pipe
3. 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. _ �.. (.�I ft./100 tt of pipe
b. Determine total pipe length from pump to discharge Friction Loss in Plastic Pipe
point. Estunate by adding 25 percent to pipe length for fitting Nominal
loss,or use a fitting loss chart(F-15 feet). pipe dia.
Equivalent pipe length-1.25 times pipe length= Flow Rate
II D x 1.25=_ 1 3 ff feet �m 1.5" 2" 3"
c. Calculate total friction loss by mulriplying
friction loss in ft/100 ft by equivalent pipe length. 20 2.47 0.73 0.11
Total friction loss= _a•(o�l x J 3£s +100=�feet � 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
45 11.07 3.28 0.48
�+_�+�-� 50 13.46 3.99 0.58
(1) (2) (3c) 55 4.76 0.70
60 5.60 0.82
65 6.48 0.95
TOTAL HEAD �Z feet 7� 7.44 1.09
C. Pump selection
1. A pump must be selected to deliver at least
�g_gpm (Step A) with at least ..�_feet of total head (Step B).
�
LOGS OF SOIL BORING
License #810
Location or Project: Cindy& Steve Larson
Borings made by: Rusty Olson's Soil and Perc. Testing Date: 10/24/97
Classification System: AASHO ; USDS-SCS X_; Unified ; Other
Auger used(check two): Hand X_, or Power , Flight , or Bucket_X_
�, Boring number 1 Boring number 2
�� Depth in , Depth in
Feet Surface elevation 96.1 Feet Surface elevation 97.1 �
0- 0-10"Dark Brown Loam 0- 0-10"Dark Brown Loam
lOYR 3/2 lOYR 3/2
� 1- -------------------------------------- 1- -----------------------------------------
10"-26" Brown Sandy Chy Loam 10"- 26" Brown Clay Loam
2- lOYR 4/4 2- lOYR 4/4
3- 26"-48"Rusty Brown Loam 3- 26"-48" Brown Loam
10YR6/4 R-SYRS/8 G-10YR6/1 10YR6/6 R-SYRS/8 G-10YR6/1
�� 4- -------------------------------------- 4- -----------------------------------------
i48"- 60" Brown Sandy Loam
5- 5- 10YR6/6 R-SYRS/8 G-10YR6/1
6- 6-
I 7- 7-
I 8- 8-
I�
End of boring at_4_feet. End of boring at_5_feet.
Standing water table: Standing water table:
present at feet of depth, present at feet of depth,
_24_hours after boring. 24_hours after boring.
Not present in hole X_. Not present in hole X .
Mottled Soil: Mottled Soil:
Observed at_2.1_feet of depth. Observed at feet of depth.
Not present in hole Not present in hole X .
Comments: Comments:
LOGS OF SOII.BORING
License #810
Location or Project: Cindy & Steve Larson
Borings made by: Rusty Olson's Soil and Perc. Testing Date: 10/24/97
Classification System: AASHO ; USDS-SCS_X ; Unified ; Other
Auger used(check two): Hand X_, or Power ,Flight , or Bucket X_
�
�
� Boring number 3 Boring number
; Depth in Depth in
Feet Surface elevation 95.1 Feet Surface elevation
a o-12��Dark Brown Sandy Loam 0-
lOYR 3/2
I1- -------------------------------------- 1-
12"-24" Brown Sandy Loam
2- lOYR 4/2 2-
3- 24"-32"Rusty Brown Sandy Clay 3-
Loam 10YR6/4 R-SYRS/8
I 4- G-10YR6/1 4-
--------------------------------------� .
' S- 32"-48"Rusty Bmwn Sa�iy Loam 5-
lOYR 4/4 R-SYRS/8 G-i0�R5/1
; b- -------------------------------------- b-
I
7- 7-
8- S-
End of boring at_4_feet. End of boring at feet.
Standing water table: Standing water table:
present at feet of depth, present at feet of depth,
_24_hours after boring. _24_hours after boring.
Not present in hole_X_. Not present in hole
Mottled Soil: Mottted Soil:
Observed at 2.0_�eet o�depth. Observed at �eet of depth.
Not present in hole Not present in hole
Comments: Comments:
PERCOLATION TEST DATA SHEET
Lic.#810
Percolation test readings may by: Rustv Olson's Perc. on 10/24/97 starting at 9:15 a.m.
Test hole location: Steve Larson Hole number 1, Date hole was prepared
Depth of hole bottom 12 inches,Diameter of hole 6 inches.
Soil data from test hole:
Depth, inches
Soil Texture
0-10" Dark Brown Loam 10 YR 3/2
10"-12" Brown Sandv Clav Loam 10YR4/4
Method of scratching sidewall: Knife
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 2:00 p.m. , 10/23/97 , depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
,Maximum water depth above hole bottom during test 6 inches.
I'� I Time interval, � Measurement, Drop in water level, Pe�+colation rate, j
Time minutes inches inches minutes per inch Remarks '
- - --- -- __ ---- -----
9:15 PREFILL 6"
9:25 9:40 6" 3.62 4.1
I, 9:45 10:00 6" 3.56 4.2
10:01 10:16 6" 3.5 4.3
Percolation rate " 4.3 minutes per inch
PERCOLATION TEST DATA SHEET
Lic.#810
Percolation test readings may by: Rustv Olson's Perc. on 10/24/97 starting at 9:15 a.m.
Test hole location: Steve Larson Hole number 2, Date hole was prepared
Depth of hole bottom 12 inches, Diameter of hole 6 inches.
Soil data from test hole:
Depth, inches
Soil Texture
0-10" Dark Brown Loam 10 YR 3/2
10"-12" Brown Clav Loam 10YR4/4
Method of scratching sidewall: Knife
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 2:00 p.m. , 10/23/97 , depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
, Maximum water depth above hole bottom during test 6 inches.
Time inten�al, Measurement, Drop in water level, Pe�olation rate,
� Time minutes inches inches minutes per inch Remarks �
9:15 PREFILL 6"
9:26 9:41 6" 4.5 3.3
9:44 9:59 6" 4.25 3.5
10:02 10:17 6" 4.12 3.6
Percolation rate " 3.5 minutes per inch
PERCOLATION TEST DATA SHEET
Lic.#810
Percolation test readings may by: Rustv Olson's Perc. on 10/24/97 starting at 9:15 a.m.
Test hole location: Steve Larson Hole number 3, Date hole was prepared
Depth of hole bottom 12 inches, Diameter of hole 6 inches.
Soil data from test hole:
Depth, inches
Soil Te�cture
0.12" Dark Brown Sandv Loam 10 YR 3/2
Method of scratching sidewall: Knife
Depth of gravel in bottom of hole 2 inches
Date and hour of initial water filling 2:00 p.m. , 10/23/97 , depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
,Maximum water depth above hole bottom during test 6 inches.
Time intecval, Measurement, �Drop in water level, Percolation rate, I
Time minutes inches inches minutes per inch Remarks I
9:15 PREFILL 6"
927 9:42 6" 2 7.5
9:43 9:58 6" 2 7.5
10:03 10:18 6~ 2 7.5
Percolation rate " 7.5 minutes per inch
E-6
�� Part 2: Mound Systems
A sewage treatment mound is a seepage bed elevated by clean sand Mounds must be
fill to provide an adequate separation distance between the rock layer Cc'1Pefll//)/
in the mound and the barrier layer such as saturated soil conditions COI7SfPUCt@d
or bedrock. The mound must be carefully constructed to provide
adequate sewage treatment.
Mound failures have usually been traced to improper construction
practices.
PERFORATED
�,�..,,..,� LATERALS
,,,, �•,�... -—:;--
Ij' . ._,�� ._" •, .. _ .. .
SANOY �OAM $OIL �' ,' ,.y�_ •,.._':,,;; ;,::;��;'- .
�� i� � ���.�.(� �• �/, ^;J;.
i• ,i�
, , �?,:'
LAYER OF GEOTEXTILE ;�' ���' •���, � '
FABRIC OR 4 INCHES OF •'•��`�;:'�' , ,�,; i,�,y { '. ��.
HAY COVEREO BY � .-
BUI�DING PAPER ;�'� .' ��� � / X� � ''�+
��.�
I '/ " 0 R 2" '`'� �� '''!�i �'� r°�
PIPE �'ROM PUMP�'•`:�•:,i•"f'j.�-,. //•,. �_�,�' . � „� y�
.
�, i� � S
r,. //� V�, � ,r' �i
��,
3/ "-21� �� ,// /'�� /''.."" )'� :�
CLE�AN F�OCK ���'�f� ;,/•' ,,'� i' � DIVERSION FOR
' �� ' , ,��' � � .I� SURFACE WATER
6" TOPSOIL� � � , � � *J
, '� �'� .;,�i•'� �r. /
--�,.,� • �=.���- �'"� ,+'� ,�' ,����' ��/,.•
:N� ` �, .%' ' 3 t f
��`` -�``-� ��� -�.�9"/� t� "'Ax, � .��
' �� �/a �� �~ `' -•J !2��•'. . � ,��''����
`^ S`OP� ,�,. � .. . , '�y;�'r r / :rK!':'�;`'
S �lE N . �.. ,.-. � .:�4���;;: ��y'::s:
Qrup F ".` 36„ 1��r;+.,_...::�_,
I L� `Spp'Q��� �� '`"'•�;:
BRpkENAY UR �; y$��,:���
p �N � .. �:���--�.
BqRRAeRRiqY� ,.:'_�•:�'•-
fR
Figure E-6
F-8
REDWOOD,CEDAR OR
WATER TIGHT&LOCKABLE ELECTRIC BOX TREATED POST(4 x 4 min)
PLUGS OR ELECTRIC CONNECTIONS�� ALL ELECTRIC CONNECTIONS MADE
INS[DE BOX
6"SPACE
2"PVC CONDUIT SCHEDULE 80 � LOOP OF POWER CORD FOR
CLEANING ACCESS COVER SEITLEIv�NT
CHAINED&LOCKED FINAL GRADE
AT LEAST 1
SEALED CLEANING N[ON BELOW GRADE W���OM POWER SUPPLY
ACCESS RINGS � p�pE 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
PLASTIC ROPE OR CHAIN UNION TO GET ELEVATION FOR DRAINBACK,
WITH ANCHOR A 1/4 INCH WEEP HOLE MUST BE USED
ALARM FLOAT ON SEPARATE WEEP HOLE
ELECTRICAL CIRCUIT�
NOTES:ELECTRICAL WIRE FROM POWER SUPPLY
S�$T'I"FV .i. � MUST NOT RUN OVER ANY TANKS BUT
� � MUST BE LAID BESIDE OTf-�R TANKS
y: AND MUST BE PLACED IN CONDUIT
SHUT-OFF LjFV�L �_ ALONG POST
Y:
PUMP CONTROL FLOAT `' ELECTRICAL CORDS FROM PUMP AND
��� � FLOATS MUST BE RUN THROUGH
CONDUIT. WIRES CANNOT HAVE GROUND
' ` CONTACT.
Fi¢ure F-8
VERTICAL SIDEWALL SEPTIC TANK
� //-FINtSHEO GRADE �
� AT LEAST �' 6"TO 12" S01� AT LEAST
I"
A" OIA. COVER 4� ��A•�
MIN I — AT LEAST 1'� � AT LEAST t"
+ � ..
� —�_ ,
' _ _. Q :
—� � � A OIMENS�UNS FOR TANKS WITN VE�TICAL_SIDFS
— _«.
- - WIpTyW 24 MINIMUM ---
lENG7N,� 2 TO 3 TIMES THE .WIDTH _._
B OIAMETER 60� MINIMUM �__
� � pE('TH10 _ 30 _MINIMUM; T9' MAXIMUM _.-- C �
AT LEAST ---n o 2 � ._ _ -
B 6"_MINIMUM� 0.2 0 MAXIMUM _ 6'
3� —C _ p4 0
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