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HomeMy WebLinkAboutSWG2025-00189 - SWG Application / Design - 5/20/2024 MASON COUNTY 415 N 6TH STREET,SHELTON,WA 98584 SHELTON:360-427-9670,EXT 400 et,A 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: SWG2025-00189 APPLICANT Rieger, Becky Phone: 3602193343 Address: 2041 Little Hanaford Road Centralia, WA 98531 OWNER DAVIS RONALD L Phone: 253-350-1903 Address: 91 W HUCKLEBERRY CT ELMA, WA 98541 Site Address: 91 W Huckleberry Ct Primary Parcel Number: 619025100050 Permit Description: Proposed residence and septic design Permit Submitted Date: 05/20/2025 Permit Issued Date: 07/17/2025 Issued By: Jeff Wilmoth Current Permit Fees Paid: $825.00 (additional fees may be required upon installation of system). Permit Expiration Date: 06/17/2028 (based on date of inspection) Permit Conditions: 1 Proposed development subject to zoning requirements and approval by the planning department staff per Mason County Title 17. 2 Permit must be installed by a Mason County Certified Installer unless prior written authorization from Mason County is obtained. 3 Drainfield installation not to exceed designed upslope and downslope depth specified on design form. 4 Installer is responsible for obtaining Mason County installation approval prior to backfill of 4 system components. 5 Installer is responsible for obtaining Septic Designer/Engineer installation approval prior to backfill of system components. 6 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/onsiteloss-inspection-request.php or call: 360-427-9670, extension 400. OFFICIAL USESE ONLY elli 1 : MASON COUNTY DATE RECENED: � I � C cn AMOUNT RECENED: RECEIVED,�'Y:_ � 03 (n f c Public Health & Human Services �lc o C Environmental Health 360-427-9670,ext.400 or 360-275-4467,ext.400 /^.� ! / < N 415 N.6th Street Shelton,WA 98584 S W V /*1 7 ` - �( � O xi IJ.rL/ Z fn ON-SITE SEWAGE SYSTEM APPLICATION D E m APPLICANT PHONE m r Ron Davis 253.882.5110 z MAILING ADDRESS-STREET.CITY,STATE.ZIP CODE E 91 W Huckleberry Court Elma Wa 98541 m 73 SITE ADDRESS-STREET,CITY.ZIP CODE 91 W Huckleberry Ct Elma WA Icn NAME OF DESIGNER PHONE I , Becky Rieger - Environmental Design 360.219.3343 NAME OF INSTALLER PHONE v C FA O PERMIT TYPE(select one) DRINKING WATER SOURCE O C M RESIDENTIAL OSS f ' COMMUNITY OSS Ifl COMMERCIAL OSS LIB PRIVATE INDIVIDUAL WELL U PRIVATE TWO-PARTY WELL Z NV TYPE OF WORK(select one) la PUBLIC WATER SYSTEM 1 Iff NEW CONSTRUCTION/UPGRADES REPAIR/REPLACEMENT OTHER DETAILS(select all that apply) ❑ TABLE X REPAIR 01 SUBMITTALS 0 SURFACING SEWAGE 0 EXISTING FAILURE 0 SHORELINE co DESIGN FORM(REQUIRED) III SEPTIC DESIGN(REQUIRED) BEDROOMS LOT SIZE WAS LOT CREATED AFTER 4/1/2025'7 ❑ I 5WAIVER(S)(IFAPPLICABLE) 3 0.42 ❑ YES ❑J NO 0 1 X IO DIRECTIONS TO SITE AND SITE CONDITIONS (ex.locked gate) See Attached O r I O Ici SITE MUST BE FLAGGED FROM MAIN ROAD AND TEST HOLES MUST BE FLAGGED WITH TEST HOLE NUMBERS. CD OFFICIAL USE ONLY BELOW THIS LINE UPGRADE/FAILURE SOURCE(for reporting purposes) ❑VOLUNTARY 0 MAINTENANCE/PUMPING ❑BUILDING PERMIT ['HOME SALE ❑COMPLAINT ❑OTHER: INSPECTOR SOIL LOGS COMMENTS/CONDITIONS 'i ...7).if -G 5 1 dr✓ \.--(:).._ __)._/r 7 RECORD DRAWING AND INSTALLATION REPORT SOIL CODES: V=VERY G=GRAVELLY S=SAND L=LOAM Si=SILT C=CLAY E=EXTREMELY R=ROOTS REQUIRED FOR FINAL APPROVAL. I ECTOR SI NATURE DATE APPLICATION EXPIRATION DATE P !CATION APPROVED/ISSUED BY DATE L ri,,,42, tc- - 17-Z 'IT (ii-o,- A ty,f . 1114, 7_02,15- ,.._. I F MAY BE SCANNED AND AVAILABLE FOR PUBLIC VIEW ON THE MASON COUNTY WEBSITEE Revised:4/14/2025 91 West Huckleberry Road-Google Maps https://www.google.com/maps/place/91+West+Huckleberry+Road,+El... Google Maps 91 West Huckleberry Road F 3t 90 4 t n 4fyt /01 s4, r 6 j �Ronp i I In WSWAM Ln 1 Google. W macaw Map data©2025 500 ft' 91 West Huckleberry Road Building © Q (9) 4111 Directions Save Nearby Send to Share phone 91 West Huckleberry Road, Elma,WA 98541 1 of 1 5/7/2025,4:44 PM DESIGN FORM—PAGE ONE Assessor's Parcel Number: _1__9 0 2 -5_1_Q 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. '1 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: I I"X 17" C, PARCEL IDENTIFICATION Permit Number: SWG 9-0�6--C�p(b Designer's Name: Becky Rieger Applicant's Name: Ron Davis Designer's Phone Number: 360.219.3343 Mailing Address: 91 W Huckleberry Court Designer's Address: 2041 Little Hanaford Road Elma WA 98541 City State Zip Centralia,WA 98531 City State Zip Designer's Email becky@environemtnaldesignll DESIGN PARAMETERS Treatment Device ❑Glendon 0 Sand Filter 0 Mound 0 Sand Lined Drainfield 0 Recirculating Filter 0 ATU LJ Other Treatment Level(check all that apply): 0 A El B 0 C 0 BLI 0 BL2 ❑BL3 ❑E ❑N Drainfield Type ❑Gravity BrPressure 0 Trench l 'Bed 0 Sub Surface Drip Septic Tank/Drainfield Specifications Laterals Number of Bedrooms 3 Schedule/Class Schd 40 Daily Flow:Operating Capacity 360 gpd Length 36 ft Daily Flow: Design Flow 360 gpd Diameter 1.25 in Septic Tank Capacity(working) 1200 gal Number 3 Receiving Soil Type(1-6) 1 Separation 40" ft Receiving Soil Appl.Rate 1.0 gpd/ft2 Orifices Required Primary Area 360 ft2 Total Number of Orifices 63 Designed Primary Area 380 ft2 Diameter 1/8 in Designed Reserve Area 380 ft2 Spacing 1.8 in Trench/Bed Width 10 ft Manifold Trench/Bed Length 38 ft Schedule/Class Schd 40 Elevation Measurements Length 6.6 ft Original Drainfield Area Slope 0 % Diameter 1.25 in New Slope,If Altered 0 % Preferred manifold configuration used? l 'Yes 0 No Depth of Excavation Up-slope 20 in Transport Pipe from Original Grade Down-slope 20 in Schedule/Class Schd 40 Designed Vertical Separation 12 in Length 25 ft Gravel-based Drainfield Required? 0 Yes tid No Diameter 1.5 in Pump Required? stf Yes 0 No Dosing and Pump Chamber Pump/Siphon Specifications Number of doses/day 6 Diff. in Elevation Between Pump&Uppermost Orifice 5 ft Dose quantity 60 gal Drainfield Squirt Height/Selected Residual(head) 5+ ft Chamber Capacity(flood) 1200 gal Uppermost Orifice L 1'Higher 0 Lower than Pump Shutoff Pump controls:Please check those required. Capacity @ Total Pressure Head 27.4 gpm af er ❑ Elapse Meter 0 Event Counter Calculated Total Pressure Head 13.7 ft If Timer m�n s 4 Hrs Comments ` JUL 1 7 2025 MASON COUNTY ENVIRONMENTAL NEALTI! `�B w Revised:4/14/2025 A DESIGN FORM—PAGE TWO Assessor's Parcel Number:6_ t__9_ G 2 - _t J Permit Number: SWG DESIGN CHECKLISTS Scaled Plot Plan Scaled Layout Sketch Cross-Section Sketch Ei Test hole locations RI Drainfield orientation and layout Reference depth from original grade: 1 Soil logs Cif Trench/bed dimensions and g Septic tank 66 Property lines critical distances within layout lZ( Drainfield cover i Existing and proposed wells g D-Box/Valve box locations Reference depth from original grade within 100 ft of property 1g Septic tank/pump chamber and restrictive strata: gMeasurements to cuts, banks,and locations 0 Laterals,trench/bed,top and surface water and critical areas Z Observation port location bottom g Location and orientation of RI Clean-out location 0 Curtain drain collector curtain drain and all absorption g Manifold placement 0 Sand augmentation components 62( Orifice placement Other cross-section detail: g Location and dimension of Lateral placement with distance g Observation ports/clean-outs primary system and reserve area to edge of bed IZI Buildings Other Information g Audible/visual alarm referenced Yes No B1 Direction of slope indicator lil Scale of drawing shown on scale 0 g Design staked out k Waterlines bar 0 g Recorded Notices attached B7 Roads,easements,driveways, 0 Elevation benchmark and relative 0 i I Waiver(s)attached parking el- .tiop fritnoorE g ❑ Pump curve attached g North arrow and scale drawing g Evaluation of failure shown on scale bar �,:. JUG 1 ( 2�2 on-residential justification 5 ❑ ❑ Waste strength * 0 Flow ',,As i i C,}n-i'v FNVtRONMENTAL HEA IQ DESIGN A1SWAL The undersigned designer must be notified by installer at time of installation g Yes 0 No 6 / 07.14.2025 S' natur igner Date The undersigned has reviewed this de ' on behalf of Mason County Public Health and determined it to be in compliance with state and local on site egulations: ( J U. -7-(7-A5 En ron liff 1 Health Speciali Date CAUTION: DESIGN APPROVAL IS VALID ONLY UNDER THE FOLLOWING CONDITION: ✓ The design is stamped"Approved" by Mason County Public Health. / The Onsite Sewage Permit has not expired,the Permit Expiration Date is: G - (7 :2 K ✓ Drainfield site conditions have not been altered to adversely affect conditions of design approval. Please Note: The system must be installed by a certified installer, unless prior authorization is obtained from Mason County Public Health. An Installation Fee is required. This form may be scanned and available for public view on the Mason County Web site. Revised:4/14/2025 Environmental Design, LLC. Septic Designe Wetlandsie Site Planning Excavation 2041 Little Hanaford Road, Centralia, WA 98531 Phone:(360)219-3343 May 7, 2025 I,, Prepared For: ,r `:pT�� Ron Davis • 91 W Huckleberry Court Elma, WA 98541 fr.4. r3t Becky J Riegerl it Site Address: 91 W Huckleberry Court, Elma County: Mason Tax Parcel Number: 61902-51-00050 Purpose: A site and soil evaluation was completed for the property located at 91 W Huckleberry Court in Elma on January 10, 2025 by Environmental Design, LLC.The purpose of the site and soil evaluation is to determine the suitability of an On-Site Wastewater system. In order to determine if a site is suitable a minimum of three test pits were dug and evaluated for suitability.The site was evaluated to determine that the slope and size were suitable and to determine if the proposed on-site wastewater would be able to meet county and Washington State WAC 246-272A regulations. Proposal: The client is proposing a 3-bedroom residence on the site to be served by an on-site septic system. For a 3-bedroom system the estimated wastewater produced is 360 gallons per day based on the calculation of each bedroom producing 120 gallons per day. Site Description: The site is currently vacant land. The site is located in Section 02,Township 19 North of Range 06 West. Hydrology: The site appears to be moderately well drained. There did not appear to be any areas of ponding at the site or in the area of the proposed drainfield. Water Source: The water source will be an existing shared well. The water line is located 10 feet away from the proposed On-Site Wastewater system or the transport line will be sleeved to meet the requirements of WAC 246-272A. Soil Description: According to the Natural Resources Conservation Service (NRCS) the property so • mapped as Grove Gravelly Sandy Loam.The test pit profile did appear to be consistent with the appe ries. The NRCS describes the Grove Gravelly Sandy Loam as excessively drai •lilocated in glacial outwash. In a representative profile the surface soil is reddish-brown ravelly s ,ndy loam about 6 inches thick. The next layer extends about 12 to 14 inches and is more grave y dark reddish-brown gravelly Job Number. 2025-002 Client Name: Davis sandy loam. The subsoil is a light brown very gravelly loamy sand. The substratum extends to a depth of 24 to 32 inches and is loose gravel cobbles and sand. Test Pit Description: In order to complete a site and soil evaluation according to WAC 246-272A a minimum of three test pits need to be evaluated. For this site a total of 2 test pits were evaluated and labeled in the field for the locations of the On-Site Wastewater System. The test pits are as described below: Test Pit#1 0-66" Brown gravelly loamy sand Not restrictive Test Pit#2 0-66" Brown gravelly loamy sand Not restrictive Soil Loading Rate: The type of soil appears to be a Type 1 with a soil loading rate of 1.0 according to WAC 246-272A. System Requirements: The site appears to be suitable for a bed system in the proposed drainfield location. The system requirements are concluded based on the suitability of the soil, the slope of the site and the site conditions. Conclusion: The site described as 91 W Huckleberry Court in Elma appears to have a slope of about 0-5% in the proposed drainfield area.The site has a suitable soil depth of 66+" in the proposed drainfield location and is suitable for a bed system to serve the proposed residence. Report Completed by: Fed, 9er Becky Rieger Licensed Designer so, ►► S ► s ::p► to =redry J.Rieger 1► , � S • N.... �1, • Jan \'umher:2025-002 Client:Name: Davis ' \ v u. J r egz. .. Ww 0 W IIi QQm W0 u�S3Cla O q �N fh0K pW <° �_ or Q lB := - ci h }4{y2 t/7 g y W c�, '• : e. . O V• Z Q V }Q� �sZt i.i C • lC Z OJ w W W z S F W 7 1.',v , ui h m t,zµ.µ� .c, CC a- p S 2 ; C "g U O O W > W W D O o FO = 14 Zs QN Z O �a ap0 a� rc 0 ca p. 0 WKo 7 20 Wa 1M � al �' `� LT_ 7 as FQ I i i i i E c I LLI I I • I N. I I v 'a.. • s \ \ Cori- a • `'��j. ' \\ \\ '.1 '. • ' •.- i \ ) \,, N CV . • •. g�� 111. Alill i '# \ # #� LL H W g2 `,\` 1�. 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J t' Orifice Spacing 1.8 feet N00NMF J jail/ NrqC ' J u Residual Head 5 feetH • Flow Meter None inches Eq�TN 'Add-on'Friction Losses 0 feet Calculations Minimum Flow Rate per Orifice 0.43 gpm Number of Orifices per Zone 63 Total Flow Rate per Zone 27.4 gpm Number of Laterals per Zone 3 Flow Differential 1st/Last Orifice 1.5 Transport Velocity 4.3 fps Frictional Head Losses Loss through Discharge 2.2 feet Loss in Transport 1.1 feet Loss through Valve 0.0 feet Loss in Manifold 0.2 feet Loss in Laterals 0.2 feet Loss through Flowmeter 0.0 feet 'Add-on'Friction Losses 0.0 feet Pipe Volumes Vol of Transport Line 2.6 gals Vol of Manifold 0.5 gals Vol of Laterals per Zone 8.4 gals PumpData Legend Total Volume 11.5 gals System Curve:— Minimum Pump Requirements Pump Curve: Design Flow Rate 27.4 gpm Pump Optimal Range Total Dynamic Head 13.7 feet 0 Operating Point: 0 Design Point • Oro SYSTEMS 4t ITT Residential Water Systems Goulds Pumps P E Submersible Effluent Pump FEATURES ■ Corrosion resistant construction. ■ Cast iron body. • Thermoplastic impeller and cover. • Upper sleeve and lower heavy duty ball bearing construction. ■ Motor is permanently lubricated for extended service life. ■ Powered for continuous operation. ■All ratings are within the working limits of the motor. • Quick disconnect power cord, 20' standard length, heavy duty 16/3 SJTW with 115 or 230 • volt grounding plug. ■ Complete unit is heavy duty, portable and compact. • Mechanical seal is carbon, ceramic, BUNA and stainless steel. • Stainless steel fasteners. GOULDS PUMPS Goulds Pumps is a brand of ITT Water Technology, Inc. - a subsidiary of ITT Industries, Inc. www.goulds.com Engineered for life .. 4 ? ITT GOULDS PUMPS Residential Water Systems APPLICATIONS MOTOR Specially designed for the following uses: General: • Mound Systems • Single phase • Effluent/Dosing Systems • 60 Hertz • Low Pressure Pipe Systems • 115 and 230 volts • Basement Draining • Built-in thermal overload protection with automatic reset. • Heavy Duty Sump/ • Class B insulation. Dewatering • Oil-filled design. • High strength carbon steel shaft. SPECIFICATIONS PE31 Motor: Pump—General: • .33 HI?3000 RPM • Discharge: 1Y:"NPT • 115 volts • Temperature: 104°F(40°C)maximum,continuous when • Shaded pole design fully submerged. PE41 Motor: • Solids handling:1/"maximum sphere. • .40 HP,3400 RPM • Automatic models include a float switch. • 115 and 230 volts • Manual models available. • PSC design • Pumping range:see performance chart or curve. PE51 Motor: PE31 Pump: • .50 HP 3400 RPM • Maximum capacity: 53 GPM • 115 and 230 volts • Maximum head:25'TDH • PSC design PE41 Pump: • Maximum capacity:61 GPM AGENCY LISTINGS • Maximum head:29'TDH PE51 Pump: il • Maximum capacity:70 GPM • Maximum head:37'TDH c us Tested to UL 778 and . CSA 22.2 108 Standards By Canadian Standards Association METERS FEET File#LR38549 40 -- - 1 ' - - I • - MODELS'PE31.PE41,PI 51 PE51 HP..33,ao, w 35 . -- to 2GPp4 Goulds Pumps is ISO 9001 Registered. 30 L-PE41---. 1 FT l . Q s 25 --.-- u • M 4 _ • 20 2 0 J r 1- H p 10 4 0_ 00 10 20 —30 40 50 60 70 GPM 0 5 10 CAPACITY JUL 1 r 2O25 15 m P R ® V E MASON COUNTY ENVIRONMENTAL HEALTI- JBw 4 ?% 1TT GOULDS PUMPS Residential Water Systems PERFORMANCE RATINGS DIMENSIONS PE31 PE51 (All dimensions are in inches.Do not use for construction purposes.) Total Head Total Head (feet of water) GPM (feet of water) GPM S 52 10 67 er_, 10 42 15 59 6.4 11 15 29 20 50 i 20 16 25 39 ! 25 0 30 26 1 2.21 35 8 9.6 PE41 I Total Head GPM (feet of water) 8 61 s 10 57 !�g 15 46 20 33 25 16 15.4 12.0 il'A"NPT DISCHARGE animmins �}I 3.1 L.6 PUMP INFORMATION Minimum Float Switch Cord Discharge Minimum Maximum Shipping Order No. HP Volts Amps Circuit Phase Style Length Connection Basin Solids Weight Breaker Diameter Size lbs/kg PE31 M 0.33 12 20 Manual/No Switch PE31 P1 115 Piggyback Float Switch PE41 M 7.5 15 Manual/No Switch PE41 P1 0 4 Piggyback Float Switch PE42M 230 3.7 10 1 Manual/No Switch 20' 1.5' 18' .5' 31/14.1 PE42P1 Piggyback Float Switch PE51M 115 9.5 20 Manual/No Switch PE51P1 0.5 Piggyback Float Switch PE52M 230 4.7 10 Manual/No Switch PE52P1 Piggyback Float Switch 4 ? ITT Residential Water Systems rp GOULDS PUMPS Goulds Pumps and the ITT Engineered Blocks Symbol are registered trademarks and tradenames of ITT Industries Inc. SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. BPE February,2006 ©2006 ITT Water Technology, Inc. Engineered for life