HomeMy WebLinkAboutSWG2026-00032 - SWG Application / Design - 3/24/2026 COU NTY 415 N 6TH STREET,SHELTON,WA 98584
• SHELTON:360-427-9670,EXT 400
BELFAIR:360-275-4467,EXT 400
Public Health & Human Services ELMA:360-482-5269,EXT 400
FAX:360-427-7787
On-Site Sewage System Permit: SWG2026-00032
APPLICANT CHRIS ELSTROTT* Phone: 360-561-5000
Address: 128 NORTH RIVER STREET MONTESANO, WA 98563
CONTACT Bradbury, Clayton Phone: 3605812865
Address: 18637 W Cloquallum Rd Elma, WA 98541
OWNER BRADBURY CLAYTON &JULIE Phone: 360-581-2865
Address: 18637 W CLOQUALLUM RD ELMA,WA 98541
Site Address: 18637 W Cloquallum Rd
Primary Parcel Number: 619364400030
Permit Description: New OSS
Permit Submitted Date: 02/05/2026
Permit Issued Date: 03/24/2026
Issued By: Jeff Wilmoth
Current Permit Fees Paid: $570.00 (additional fees may be required upon installation of system).
Permit Expiration Date: 03/23/2029 (based on date of inspection)
Permit Conditions:
1 Approval of this septic permit does not approve the building location. Building location is
subject to approval from all applicable departments and regulations.
2 Proposed development subject to zoning requirements and approval by the planning
department staff per Mason County Title 17.
3 Permit must be installed by a Mason County Certified Installer unless prior written
authorization from Mason County is obtained.
4 Drain field installation not to exceed designed upslope and downslope depth specified on
design form.
5 Installer is responsible for obtaining Mason County installation approval prior to backfill of
system components.
6 Installer is responsible for obtaining Septic Designer/Engineer installation approval prior to
backfill of system components.
7 Mason County Asbuilt Form, Record Drawing, and Installation fee must be submitted for
final installation approval.
THIS PERMIT MUST BE ONSITE DURING INSTALLATION OF OSS.
PROPERTY OWNERS ARE RESPONSIBLE FOR DETERMINING AND MARKING ALL PROPERTY LINE AND EASEMENT LOCATIONS.
THIS PERMIT MAY BE REVOKED IF THE SITE CONDITIONS HAVE CHANGED SINCE THE SITE WAS INSPECTED AND DESIGN APPROVED.
FINAL INSTALLATION APPROVAL IS REQUIRED PRIOR TO TEMPORARY OR FINAL OCCUPANCY OF ANY RELATED STRUCTURES.
For Final Inspection visit: masoncountywa.gov/health/environmental/onsite/oss-inspection-request.php or call:
360-427-9670, extension 400.
OFFICIAL USE ONLY
MASON COUNTY DATERECEIVED:
• s®O
Public Health & Human Services AMOUNT RECEIVED: RECEIVED BY: W m
v C
Environmental Health 360-427-9670,ext 400 or 360-275-4467,ext.400 — C
415 N.6th Street Shelton,WA 98584 \/r _G ���! (n
V V/ (Q ❑ �
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ON-SITE SEWAGE SYSTEM APPLICATION
APPLICANT m 0
PHONE
C�a �✓J �/q-t ��Gti 360 - S'61- 7�'6Sr Z
MAILING ADDRESS-STREET,CITY,STATE,ZIP CODE W
/B6 3 7 w_ C/o G IN c_1 m
SITE ADDRESS-STREET,CITY,ZIP CODE
0 I..
Sor ks.2
NAME OF DESIGNER
PHONE
C4',ei- t7 °Z7
i — SQ
NAME OF INSTALLER PHONE I�
I `W
A:) 4ls L oAx 7e74 o-I 3C sag _ 7 5_7 < I
PERMIT TYPE(select one) DRINKING WATER SOURCE
RESIDENTIAL OSS ❑ COMMUNITY OSS ❑COMMERCIAL OSS EATE INDIVIDUAL WELL O PRIVATE TWO-PARTY WELL Z
TYPE OLeRK(select one) ❑ PUBLIC WATER SYSTEM I v"
r
NEW CONSTRUCTION/UPGRADES ❑ REPAIR/REPLACEMENT OTHER DETAILS(select all that apply) ❑ TABLE X REPAIR I I
SUBMITi ❑SURFACING SEWAGE ❑ EXISTING FAILURE ❑SHORELINE W X
DESIGN FORM(REQUIRED) SEPTIC DESIGN(REQUIRED) BEDROOMS LOT SIZE WAS LOT CREATEDAFTER4/1/20257 I- I
❑ WAIVER(S)(IFAPPLICABLE) O r
SQaC. YES 0 I Q
DIRECTIONS TO SITE AND SITE CONDITIONS:(ex.locked gate)
1�G37 . Glo �G//�.z. /er! a/ s� G(�oss /�-� d/ sr/•
��ti� sal � Nr eGr - ��H � 0 I
SITE MUST BE FLAGGED FROM MAIN ROAD AND TEST HOLES MUST BE FLAGGED WITH TEST HOLE NUMBERS. I
OFFICIAL USE ONLY BELOW THIS LINE
UPGRADE/FAILURE SOURCE(for reporting purposes)
❑VOLUNTARY ❑MAINTENANCE/PUMPING❑ BUILDING PERMIT❑HOME SALE Q COMPLAINT®OTHER:
INSPECTOR SOIL LOGS COMMENTS/CONDITIONS
SOIL CODES: RECORD DRAWING AND INSTALLATION REPORT
V=VERY G=GRAVELLY S=SAND L=LOAM SI=SILT C=CLAY E=EXTREMELY R=ROOTS REQUIRED FOR FINAL APPROVAL.
I CTOR SIGNATURE DATE APPLICATION EXPIRATION DATE PLI TION APPROVED/ISSUED BY DATE
• --2 d Y-
T IS M AY BE S MINED AND AVAILABLE FOR PUBLIC VIEW ON THE MASON COUNTY WEBSITE Revised:01/09/2026
DESIGN FORM—PAGE ONE Assessor's Parcel Number:
A design will be reviewed when 3 copies of each of the following are submitted:
Completed design form that has been signed and dated. Scaled layout sketch,including all applicable items on checklist.
Scaled plot plan,including all applicable items on checklist. "Cross-section sketch,including all applicable items on checklist.
This form may be scanned and available for public view on the Mason County Web site.Maximum paper size: 11"X 17"
'.•PARCEL ID1 NTIFIGATION,
Permit Number: SWG (,9 — Designer's Name: / -
Applicant's Name: C/4 3'v"Bei6J K�' Designer's Phone Number: , — SG/—S00®
Mailing Address; 7 W CA)y Ha In,2tt• Designer's Address: , ,t.' 41Vt c L s7
/rnA , �+✓,� 98S�5�/ City State Zip 4j ZPV7Tr_SS.44/D, wf9 � if
City State Zip Designer's Email r'd um Ira,/,
I..' DESIGN PARAMETERS
Treatment Device
El Glendon ❑Sand Filter L'7 Mound ❑Sand Lined Drainfield ❑Recirculating Filter O ATU
❑Other
Treatment Level(check all that apply): El A El B ❑C El BLI ❑BL2 ❑BL3 LSE ❑N
Drainfield Type
❑Gravity ❑Pressure 0 Trench ❑Bed ❑Sub Surface Drip
Septic Tank/Drainfield Specifications Laterals
Number of Bedrooms
3 Schedule/Class
Daily Flow:Operating Capacity &60 gpd Length V& ft
Daily Flow:Design Flow 360 gpd Diameter /yy in
Septic Tank Capacity(working) / rJ gal Number
Receiving Soil Type(1-6) ,�" Separation 1, ft
Receiving Soil Appl.Rate t2,_/ gpd/ft2 Orifices
Required Primary Area 9(1) ft2 Total Number of Orifices
Designed Primary Area J ft2 Diameter in
Designed Reserve Area ft2 Spacing '30 in
Trench Width Z C ft Manifold
Trench/Bed Length s-9 ft §g/Class y0
Elevation Measurements Length S ft
Original Drainfield Area Slope 2. % Diameter in
New Slope,If Altered 2. % Preferred manifold configuration used? O Yes Dfo
Depth of Excavation Up-slope ,j/4 in Transport Pipe
from Original Grade Down-slope in Sch_ed`le/Class
Designed Vertical Separation ,1 ,/ - in Length ft
Gravel-based Drainfield Required? . Ds O No Diameter 2, in
Pump Required? ®-s ❑No Dosing and Pump Chamber
Pump/Siphon Specifications Number of doseslday
Diff.in Elevation Between Pump&Uppermost Orifice 13 ft Dose quantity !cU gal
I
Drainfield Squirt Height!Selected Residual(head) ,S ftt Camber C pacity(flood) gal
Uppermost Orifice I�Higher ❑Lower than Pump Shutoff � PzimPtcontglst Plea? cc tho e required.
PP q P El fl��!UrX � ?
Capacity @ Total Pressure Head Sz gptn [y'Tuner DE1sIeter ent Counter
Calculated Total Pressure!Head 30 ft If T l�y 1' tip pi /) Pump off
Comments I
MASON COUNTY ENVIRONMENTAL HEALTH
JM
Revised:6/11/2025
FILL WORKSHEET AND/OR CHECKLIST
A. DAILY WASTEWATER FLOW
Daily wastewater flow = # bedrooms X " 120 gal/day/bedroom
X 120 gal/day/bedroom
3≤ gal
B. DESIGN OF THE ABSORPTION AREA
1. Size the absorption area
a. Infiltration rate of fill material : 1.0 gal/ft2/day
b. Bottom area of bed = Daily wastewater flow
1.0 gal/ft2/day
3a gal/day
gal/ft2/day
_ ft2
2W. Bed configuration
L m a. Bed width (A) _ 7S ft
t- z
G o ° b. Bed length (B) = Bottom area .of bed = Bed area
Width of bed A
z �1
ft2
ft .
ft ' .
?.age 3
'b.. Fi 11 1 ength (L) _ 'Bed length + -(2 X e:ndsliop!e wi-dt:h)
B + 2K -
y ft + (2 1( it ft)
3. Fill Fill width
a. Upsl ope width (J) = Fill depth at upslope edge.of bed X Horizontal gradient of
sideslope X Slope correction factor
= (UD + F + G) X Horizontal gradient X Slope correction factor
( O ft + D. 75' ft + / ft) x .S' x , 9y
ft X 3 X ______
J = ft
b. Downslope width (I) = Fill depth at downslope edge of bed X Horizontal gradient of
sideslope X Slope correction factor
(E + F +, G) X Horizontal gradient X Slope correction factor
_ ( Z.i ' ft + 6,-7s ft + /,o ft) x 2 X / s
' o ft X X /.06
2 = 1 ya ft
C. : Fill width (W) = Upslope width + Bed width + Downslope width
= J + A + 1
/ '. c8__ ft + S ft. + /2,'/® ft
w = f t
Cm
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y ,ACS. ,.E- j• so� DUAFEC r1OUS TO SITE:
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bra '3 -Bedroom residence= -3 C.P.D. CpSary)
I - _ G•P.D. (resrv )
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—+ asb7^!! z. BEVCVVAREEL. 1OO' ASSt2j, P
ar // //a Ga /j C°' " 3. 1200 CAL. CONCRETE SEPTIC TANK
[[lr�by
C ;w l,�^N•,c5 b• t?oo Gh�. Co.vc. -, THKK.
��v�- 1,q@�r�,���+3 5. z.. S5//say PVC DELIVERS'LINE.
O
O1Vn
;/ 6. t'PVC ASTM 3034 TIGNTL SNE.
m �,a � t/i MIN. SLOPE -2% f,
'7. b"PVC CLEAN01Ti, I.E. e
OVERALL ITE PLAN = 00' •
WATERLINE.MUSTBE LOCATED MIN.10'
• .
PROM ALL SEPTIC SYSTEM COMPONENTS.
OWNER: LEGAL DESCRIPTION 26c�'y
1 AD�ANCED_ENtd$_ EERING =
t ) C�/9 try.✓ c�+;vo3v.eyy ;S:36.T:/q R:6t✓T_P.te�'"/9�-Y/-G=�Zo '�'�"" �� i Z_
7 128 N.River Street /g63� w. �i-0pu 4cLu w /20,
— Montesano,WA 98563 �� A10A TN DATE
360 249-8447 98S// Go r z: gU- czg-6 1 - ,z /,-2 SCALE:SCALE' =y� SHT1 OFD_
3oA MOUND DETAIL
FM HAli AV 1. LOAM OR SANDY LOAM GAP AHDTOPSO41I2 MIN: •
1 Q4 I n
SP50 AHL SOLIDS/."SPHERE-3450 RPM ON SIDES,16•MIN.ON TOP 1.. THz5a'5+�A SPECIAL DESIGN DVE TO
O ADVERSE SOIL
2, W ND(AST AM ROCK CONDIT dHS' GROUNDWATER TABLE AND/OR TOPOGRAPHY•
e0 3. SANG[ASTM C•33)PER WA.STATE MOUND HLL /Ba`„' !1, 3 C AOYANC D GINEERING HAS DESIGNED THIS SYSTEM IN
GUIDELINES 3 I,,I•' '�'I..-�I Z ACCORDANCE WITH ALL CURRENT STATE fHD COUNTY HEALTH
4, •MIRAFI.1a0N FILTER FABRIC OR EQUAL _ 1 "�� ➢EPALTNEN7 REQUIREMENTS. AND ASSUMES NO
SO 5. lI'PVCSGNVP LATERAL•SEE N_RWCRK DETAIL
�•�' RESPOl SQHY ITV FOR ITS USE OR LONGEVITY, THE.OWNER
6.4 0 PYC MONITORING PORT WlCAP.WRAP WlFlLTER 1''s R L c O THEREF.19F EES TO MAINTAIN AND HAKE ALL NECESSARY
LSP OAH Ej L
h 1" '� �� m REPAIRS TO THE S75TEM AT HO COST TO ADVANCED
- Z ENQ3L�II1N
AMP r 4 mv. FABRIC I2 PLACES, :0 C
FUG OA OV 750 g1 .L.`. L � . 2. THE COINS CTOR SALL' STEVENS.E➢AND APPROVED BY
40 'f T PLAY SIkTrAC PFJORTOCCI4S M THE COUNTY TO INSTALL SEPTIC SYS
Q2�4N A,ATAeOpV.00V. I ,. �. Ran
;- _U.e!lu.dW 6R n - ,1 /A:• L/f °"� I 4• TF E1LOp'IA CTOR SHALL FIELD VERIFY ALL CONTOURS,
\_ IS I p.. .�.O IS REI STUB-SCUT ELEVATIONS, AND TRENCH DEPTHS IN
P5 _ o ➢RAINFIELD AREAS PRIOR TO CONSTRUCTION.S
0AH /ti - , AND INSTALLATION SHALL
20 STATE AND COUNTY HEALTH
•
/1 !f �_/D d. CO H$5I7RUCTION MATERIALS FULL LOAD ;' 4h 1 / , '. CONF RMWD ALL APPLICABLE
AMPS PT l6 115V, _ DTMENT REQUIREMENTS.
12.23,AT 270Y.8.12 ® - - L/s ra 7'— 5. �1a SHA BY THE INSTALLER'S RESPONSIBILITY TO HAVE
• FULL LOAD Z SLH U t' ' 1.20• A COPV OP THIS DESIGN ONSITE' AT ALL TINES DURING
AMPS AT 36 2OOV. ^^ � ."A\ I�[ h A.pN�7�luTlON.
10 A5.AT d60V.1.75 . MA1'IIFOL�y pv l�l• if I 6. IT �SFLILL BE THE OWNERS AND/OR INSTALLER
�• G �,V[/j,5�/) �� RE$PONSIBILITY TO H071FT ADVANCED ENGINEERING AND
FO�CEI 1AII I=� THE-COUNTY HEALTH DEPARTMENT FOR THE RE00IRED
00 20 40 60 80 ERA 120 LAD 6 ii�vG OL3S- I 'INSPECTIONS PRIOR TO RACKFILLIHG.
U.S.GALLONS PER MINUTE 0 a0R TS. 7. ALL REQUIRED TESTS SHALL HE SUCCESSFULLY RIB PRIOR
TO CALLING ADVANCE➢ ENGINEERING FOR FINAL
rJI - INSPECTION. ALL COMPONENTS, INCLUDING ALL TANK
/�p �d I. ACCESS LIDS IAUST HE ACCESSIBLE FOR INSPECTION.
� I�V ScN yo pVG LATe?P-t_S 14/511;' B. ANY VARIATIONS TO THIS.DESIGN SHALL FIRST-HE
APPROVED BY ADVANCED ENGINEERING AND THE COUNTY
I111� - 2,S pRI FIG'S AT 3o C_C,ORIcrt1 E� (�.- HEALTH DEPARTMENT.
• 3 9 U�<S K, 9 CURER/INSTALLER SHALL
_ L NETWORK DETAILQ/rG/^ay7%1A NDT DERIVE. ANY TOP SOIL DO
-._--....•-v-.-•..--_••-'--.-- 6 THE SITED AREA. REI]OVAL OF 70P SOIL COULD RENDER
................................................ � TH-c SITE VNVSAHLE.
1-BAIRN HILLIAMS C.14D / _ 10. EXISTING UTILITIES SHOWN ON THE PLANS HAVE I.EN
.�LATE R AL DATA...
'.7., •2.LATERAL LBNL'fs 98.0 feet •6.LATERAL DIAMETER 1.25 60011 �} PLOTTED FROM THE BEST INFORMATION AVAILABLE TO THE
• .LATERAL SPACING 2-9 feet •7.ORIFICR SPACING 2.5 feat GUARANTEED.
ACCURACY AND COMPLETENESS ARE NOT
•4.PIPE 6CIBDOLB/CLABD 40 •B.ORIPICB DIAMeTHR ]/16 inch II �� CUAAAN7'cEO.
S.NUMBER OF LATBMLS 3 9.ORIPICBS/TJ1TZUAL 19 _
�.MANI FOLD °/�'`' b '�•�
•10.MANIFOLD LENGTH 5.0 fe0t •12.MURDERED DIAMETER 2 Inch ° 17FV eAOm crsaAfwO
•11.PIPE ScRammff/C[ASE 4D •17.MANIFOLD TYPE 32B - f/s -
..P O R C E M A I N D A T A— 1�ll .uto msteeve .'
•14.POACH PAIN LKNCT➢ 175.0 Yeet •1B-SUING CHECK VALVES 1
•13.PIPH SCREGUL8/CLASS 40 •19,GATE VALVES 0 I I • O \\\ rvc 1`
'16.PARCH PAID,DIAMETER 2 IOCL •20.01HR.YHL.1fl)S.ILIST 0 O D
•17. 9D ORGRRH H@D.9 . IE=yg_ I I �I It=97 _97a• y W WATER ALARM 4e ..Yun AeON
.•6 Y 8 T 8 M HEAD-P L O W DATA... • SI iI PJMPCN 6 F7 naa iTm
21-CALCULATE 10 YALD88 OP PASGSORB AND PEON AT T1B POI4P DSII9C 1.0 FDOT _ /� m wkµ lasTOPUI
MIDTZM0I4 PRRSSVRII ON'NR LAST ORIFICE AMID)NCREMR1TIiA:1H6 �/� '9 pwPOFF 3.6� / /\/
PRBSSIRB ON TNB LAST ORIPICH Hr 1 PBRI. �:\/ •/ /\�/�—�
•22.DRAINPZHLD ELEVATION ABOVE PUMP . 13 FEET O 3 /r g P.m9'Y r ,1&!� \�/��N/ N� °1-
S
.O: 00 0 8"QOO .R[6=rEcieeTrnn at
1DSIDOA1, PLOW DELTA HBAD AT ,BAD AT DELTA TOTN. TOTAL \
HERE AT PER PUNt TN DISTAL PORES ,BAD IN NOSIER SYSTEM \\ - 00 i 9
LAST 0RIF NRA/oAI, LATERAL LATERAL feEt FADZPOId2 FLOW IeeE 1. qA V GAL. CHAMDER (/Sn.•/G) - rvcxafe an tnxn / . ° •. Bemis••
,Peet) ,gal/mint <loe Ok (BORE) fleet) nD5 Ok Iga1/mtn) (feet) 7. 1200 GAL. WATERTIGHT CONCRETE 9• EFF'LUETIT PUMP—HYDROdATIC n.ee...no.+
................................................... ......................... SP.Sa R!f OR EQUAL. �
$D�—
I.Q.
• e.as e.0 1.23 2.18 -4.5 24.2 16.7 2 BOB GAL.._CHAMER.rr—S-1 e) PRISE CHAMBER L 100TH WATERTIGHT DIFFER /��\ \\.AA \
2.aD 11.38 7.6 2.4a 2-33 -a-6 34.2 20.2 RISER AND LID. IF DIFFERENT 10. '•ORENCD"WATERPROOF JUNCTION
3.00 13.9] 7.4 3.55 3.48 -4.7 41-e 23.53. /20O GAL. SEPTIC TANK PUMP CHAMBER IS USED, THE BOX, To xax ox4w0
a.DO 16.07 7.3 4.eB 4.62 -4.7 49.2 26.9 MERCURY FLOAT WILL CHANGE.
8.00 17.96 7.1 6.05 5.76 -4.e Si
30.1 4. "ORENCO'^24•'WATERTIGHT DOSE VOLUME D GALS ± ° AT1VC 4O
--�- 11. THREADED UNION R.Acc
6.00 19.67 7.0 7.20 6.09 -4-8 59.0 3J. —
7.00 21-24 7.0 0.43 8.03 -4.0 63.7 36.6 RIBBED PVC RISER N/LID Y �� I
8.00 22.01 6.9 9.62 0.16 -4.0 68.1 49.8 CGROUTED ON). 8. MERCURY FLOAT H£EITC5. 12. CHECK V.I.
9.00 24.06 6.E 10-E1 10.29 -4-8 72.2 4].0
10.00 25.38 6-8 12.00 11.42 -4.9 76.1 46.2ATTACH TO SECURED PVC
5. SNITCH CYCLE.AN ALARM PANEL ET PUMP 13.S FOR P 13. 26
Volume of to rule 22.2 ON HOUSE.VUa/o v/s uAe� CYCLE.
',; - -SGN 6/OPPC'FORCENAIN
Mantfola VOU.,� 0.9 /y. Es�L = F./c rE,`. D n�RIN.MEYALINT PORV
Pel l MAI-001508 40.5 6. POHERLINE }� D ELT A I L
TOtal System VOltn4e 92.6 gal3one
128 N.River Street OWNER: 0 JOB NUMBER
•Montesano,WA 98563 f� q' / � 0 2- ATE
360-249-8447 C - 17 " r3lc'RD Qy2 y onTE
SHT 2. OF ?
• MOUND SITE PREPARATION AND
CONSTRUCTION PROCEDURES
The procedures in the construction of a fill system are just is 7. Reset the corner stokes, it necessary,using the off-oat OPERATION &MAINTENANCE
critical on the design of the system. Coed design with poor reference stakes and locate the bed or trench Steen by NOTICE TO OWNER
construction will result in premature system failure. It should staking their boundaries.
only be worked when the moisture content is low to avoid eampnetion
and puddling. Consequently,installations shall be made only when 0. Extend the effluent pipe, described in item 05 above, to
the soil.is as dry no required. The following procedures are several feet above the ground surface.
recommended:
.9. Place the properly selected fill material around the edge
A. Equipment of the plowed area. Fill material must meet AITH C-33 A. The owner will be responsible for the continuous operation and
Standard as per State of Washington Guidelines for the maintenance of the s tem. The m�9roN County Proper equipment 1s essential. Sao11 track type tractors are u f Fill Mound 5 t -. Keep the ys_ Health
best. A wheeled tractor will too easily rut up plowed area wheels of trucks oft plowed a as. Minimize traffic on partment requires all o ers of new en-site disposal systems
during the initial phases of send placement, resulting in the downslo a side of the fill a tem. Work ftom the end to apply for ae Operation and He lnteneoca peralt. The
• ration, localized overloading end y p sys following operation and Maintenance'information is included as
• copeo n possible earl failure, and hpslope sides. This 111 avoid compacting the soilstfeet _ additional-guidelines recommended by the designer,
Also, maneuvering wheeled tractors in the till material Ls n the was ape side, which, if compacted, scold affect
considerable more difficult, lateral m vement away from the fill and possibly cause surf...sea page at the tow of the fill. B. Routine and preventative maintenance aspects are:
II. construction Procedures
1. Scum and sludge levels in the septic tank or other
TO f Ilovin is a ate b eta r...data for fill a ten 10. Move the fill material into place using a small track pretreatment devices, as well as the pump or siphon chamber
g p y p p yn . type tractor with a blade. Do not use a Crnetor/backhoe should be inspected annually and pumped when necessary. The
ponstructioe which has been tried nd'proven. If [hems having tires. Always keep a minimum of 6 inches of fill affluent filter should be pulled up end rinsed off at time of
procedures re followed, the potential for future problems material beneath tracks to prevent compaction of the inspection. -
should be minimized end the fill system should function natural loll.
properly. Other techniques may also work satisfactorily, but - 2. Periodic inspections of system performance is -fed.
the basic principles of fill system design, construction and sugges
operation should not be violated. 11. Place the fill material to the required depth, i.e. to Liquid levels in the standpipe should be checked and
the top of the bed. Shape sides to the desired slope. S examinations made for any seepage around the toe of the
• fill.
1. Check the moisture eweetont of a the soil et 7-a inches 12. Form the bed with the blade of the tractor or by hand
• deep. If it is too t, scouring and ill ill
result, thus reducing the infiltration capacity of the shovel. Hand level the bottom of the bed to within±1/2 3. Avoid excess traffic in the fill area. No vehicular of
soil. 5011 moisture can be determined by rolling n soil inch, livestock traffic should be permitted. Winter traffic cc
simple between the hands. If it rolls into a rihban, the and the fill should be avoided to mininlze frost penetration
site is too wet to prepera. If it ambles, site 17. place the coarse aggregate in the bed. It should be 1/2 e to minimize compaction.
preparation can proceed. If the cite is too wet to -2 inches, nondeteriorating, clean aggregate. Thin is
prepare, do not proceed until it dries out. thetemme aggregate L at as recommended for a conventional 4. A good water eons.rvation plan within the house or
_ sys aggregate to the design depth. establishment will help assure that the fill system will
not be'overloaded. Garbage disposal t t be .s tl
2. RefeStokr out the fill tree on tethe site cc per eage 1. 14. Plato the distribution pipes, as per page 1, on the
race00nc. stakes of foot free earner stakes areaggregate. Connect the manifold to the pipe from the 5. Three Leilure conditions nay occur within the fill. They
constructio in ease corner.staY.es are disturbed doting pumping chamber. Slope the manifold to the effluent are (1) severe clogging at the bottom of the gravel bed,
onstzuctlon. pipe. La the.laterals fairl level,.reeovin large (2) severe clo
gging y g at the fill t distribution
i l and natural Boil
3. Measure the average ground elevation along the opalepe risen end dips. interface, and (3) plugging of the d network.
loss-on of the draineock bed and reference this to:the 15. pressure test the distribution system for uniformity of
benchmark for future use. This 1s necessary in determine flow. If.severe.legging occurs at.the button of the gravel its"
the bottom elevation of the bed. - cause should firon he determined. The nest cannon cause .
4. Determine where the pipe from the pumping chamber 16. Place 2 inches of aggregate over the distribution pipe. is improper fill material with too many fines. Reduction
connects to the distribution system in the fill. I.flow end/or expansion of the bed a a may mitigate or
17. Install one or mare standpipes (a•leek PVC with thealleviate the problem. In extra.0 eases, the fill must
S. Trench and lay the effluent pipe from the pumping chamber bottom foot perforated). At least one Shall be in the S e removed and replaaced with a suitable material or fill
• to the fill. Cut and cap the pipe one foot beneath the .downslope portion of the fill with the bottom at the ystem rebuilt in o ther arun.
ground surface below the manifold connection point, original-surface and the top extending slightly above
final grant wherebe
6. Cut cream to ground level, remove excess vegetation fry located in the bed it can he capped. Mother should xtending only from the bottom of the 3L the slogging in due to the overloading or unusual
ovin . Prepare the sits using a moldboard pies and bed to above the final grade (see sound detail). The eateveter where eteristiee, efforts should be made to
plowing perpendicular to the slope. The site should be atandpipes allow observations to ma made of the voter reduce thewastewater volume or strength. It may be
levels. eery to enlarge the fill. The fill cap should be
plowed . a direction so that the ploy inrnews .i so to stripped out. Tho area downslopu of the fill should be
reduce the Sue plc with many bottoms pasaihlt to placed and additional fill added to enlarge the fill to
r.due. number f driven Sn furrows, which result be Inetnlletion can be done by digging the hole with an proper sire. The absorption bed can then be
• the ...pennon of the subsoil. Chisel plowing ay be auger, or can be anchored in place after the original
used if a moldboard ploy is not available. Rototilling surface has been plowed.and before the fill material in reconstructed.
oust net be done. The important point is that a rough, placed. •
a00Th.fill surface should be left in Line textured soils. sever eloogging or hydraulic over eonzdieg se the fill end
The 1111 material will intermingle between the lads of IS. Place ate be hens filter fabric or equivalent over the natural 11 interface y nose [see
soil,vhloh should Smprova the infiltration rate into the aggrega Ce bed. page at the
natural soil by minimizing the layering which occurs. -.- base of the mound. This area should be permitted to dry
19. Call Advanced Engl nearing for final Snspectien. and the dovnslapa area plowed. Additional fill eon then
If stumps remain, care moat be taken in be added. IL this does.not correct the problem, the site
site. The sod la preparing the may have to be abandoned.
yep veriz b. broken e yet • cLhe top 20. Place the cover soil for the cap and topsoil on the top
nail hould noG be pullverized. The object ve o1 this of the bed. An initial depth o1 1a Inchon in the c ntdz Partial plugging of the distribution piping .ay be
step is to break up any s rface mat thatbj could impede the and 12 inches at the outer edge of the bed Ss desired. detected by xtremely long pump running times. Tha ands• vertienl floe of liquid into the native coil. • This prevents surface water tram puddling on the surface of the distribution laterals should be exposed and the
Immediate conmiruetion after plowing is desirable. Avoid of the sound. Also, this s ayer provoides cone groat pump activated to fl lobout odd any solid material. If
rutting and compaction of the plowed Brea by trn[fie. If distribution D y ste m will e be r the, P f th bed Oh h
e a e necessary, te pipe can e red.
it rains after the plowing I
o completed, wait until the
soil dries out before continuing Construction. If 21. Laedneapa, seed or sad the fill system.'Any shrubs used 6. The fill and reserve areamust not bo built over, sealed
• immediate conha wanton is not over, driven on or otherwise compacted.possible, plastic tarp should be of a species that are know not to clog pipes • '
Covers. could be used to protect the plowed Brea until vita their rent systems. •
nntruttion begins.
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128 N.River Street DRAWING_.NAME DRAWING TITLE
�booy
Montesano,WA 98563 • SEPT SEPTIC JOB— NCR
y
360-249-8447 P Z-21 u
y SYSTEM DESIGN SHz