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HomeMy WebLinkAboutSWG2000-00366 - SWG Application / Design - 8/18/2000 MASON COUNTY DEPARTMi�O EALTH SERVICES PERMIT NO. SWG — c 4264W. CEDAR/P.O. BOX 1666/SHiELTON, WA 98584 Date H o PHONE (360) 427-9670 Receipt No. _ rn Amounts OD Z � PROPS TY OWNS &nCj DATE• W m ( CHECK APPLICABLE ITEMS 6/ 3 MAILING ADDRESS: DAYTIME HONE: NEW SYSTEM o REPAIR SYSTEM CITY: STATE: ZIP: TABLE 6 REPAIR y MAINTENANCE REVIEW PROPERTY ADDRESS: SINGLE FAMILY Z OTHER: 3 SPECIFIC DIRECTIONS FOR LOCATING SITE: PRIVATE WELL COMMUNITY WELLRUBLIC SYSTEM SYSTEM WFI# SYSTEM NAME APPLICANT N NAME Name of Lot ft.x ft. MAILING ADDRESS Installer Size: acres TELEPHONE Name of 9 um er o SIGNATURE !A � Designer Bedrooms X OFFICIAL USE ONLY BELOW THIS LINE DEPARTMENTAL SOIL LOGS DEPARTMENTAL COMMENTS/CONDITIO S ' CPm rti,�n I� c,� �� ID10 0 ID TN �l 0�) 6 _38"_ V6SL_ TA k2- �11� w3 SOIL TEXTURE CODES: o y v S L, V=Very G=gravelly S=sand L=loam Si=silt C=clay E=Extremely IN PECTOR( int na e) IN PECT SIGNATURE DATE PERMIT EXPIRATION DATE _ _ _3 _ •All systems require ongoing Operation and Maintenance(O&M)as specified in Mason County On-Site Standards. •All on-site sewage systems must be designed by a Mason County Certified Designer or a Professional Engineer,unless prior approval is granted otherwise •All on-site sewage systems must be installed by a Mason County Certified Installer,unless prior approval is granted otherwise.In such cases a preliminary on-site meeting between health department staff and the homeowner is required. •On-site sewage system design approval does not imply other building site requirements(i.e.RLC,Water Adequacy)have been met. •Any change from the specified use of the property or any site alteration affecting the system design may invalidate this permit. •This permit expires 3 years from the date of site review.Denial of this permit may be appealed to the Health Officer within 10 days of denial te. DESIG REVIEW APPROVAL BY: DATE: INSTALLATION APPROVED BY: DATE: TOP: Health Dept. Copy MIDDLE: Designer's Copy BOTTOM: Applicant's Copy mnsguK � ! MASON COUNTY DEPARTMENT OF HEALTH SERVICES PERMIT NO. SWG _ (n c U N Date a H 426 W. CEDAR/ P.O. BOX 1666/SHELTON, WA 98584 PHONE (360) 427-9670 Receipt No. 1 6 y Z PROPERTY O NER: m c 12/L2 DATE: g o /Amount$ CHECK APPLICABLE ITEMS MAILING ADDRESS: IME PHON : NEW SYSTEM p REPAIR SYSTEM 0 CITY: STATE: ZIP J% _ TABLE 6 REPAIR 0 '0-2-g MAINTENANCE REVIEW C7 PROPERTY ADDRESS: SINGLE FAMILY n /� n Z I tv . 'c.J. -Q..Q OTHER: c Q SPECIFIC DIR CT DNS FOR LOCATING SITE: u PRIVATE WELL Aj COMMUNITYWELL/PUBLICSYSTEM SYSTEM WR k SYSTEM NAME r I W C_.I S /�}-t LG P -T APPLICANT N CO'Yh�4N(l JlU•rr+� AME � IN Name of ('� ' In Lot ?i &"0 ft.x 3�-tJ ft. MAILING AD R S • 0 • 73 Installer �tJu ,& (i3L , 2 p.r.�, •,!/_ 6Size: acres TELEPHONE •7 Name of 1/ Number o SIGNAT y Designer Bedrooms X OFFICIAL USE ONLY BELOW THIS LINE DEPARTMENTAL SOIL LOGS DEPARTMENTAL COMMENTS/CONDITIO S �o LodS 3 , Is ,'7 b N �W SOIL TEXTURE CODES: V=Very G=gravelly S=sand L=loam Si=silt C=clay E=Extremely IN ECTOR( int name) INS E ON SIGNATURE DATE PERMIT EXPIRATION DATE -J 3 •All systems require ongoing Operation and Maintenance(O&M)as specified in Mason County On-Site Standards. •All on-site sewage systems must be designed by a Mason County Certified Designer or a Professional Engineer,unless prior approval is gi anted otherwise •Al on-site sewage systems must be installed by a Mason County Certified Installer,unless prior approval is granted otherwise. In such cas s a preliminary on-site meeting between health department staff and the homeowner is required. •On-site sewage system design approval does not imply other building site requirements(i.e.RLC,Water Adequacy)have been met. •Any change from the specified use of the property or any site alteration affecting the system design may invalidate this permit. •This permit expires 3 years from the date of she review.Denial of this permit may be appealed to the Health Officer within 10 da s of denial dl te. DESI N EW APPROVAL BY: r I , ' , DATE: INSTALLATION APPROVED BY: DATE: `P 1 TOP: Health Dept. Copy MIDDLE: Designer's Copy BOTTOM: Applicant's Copy MASON COUNTY DEPARTMENT OF HEALTH SERVICES October 03, 2000 PO BOX 1666 SHELTON,WA 98584 SHELTON (360)427-9670 FAX (360)427-7798 ELMA (360)48Q-5269 TO: Butch Warren BELFAIR (360) 275-1467 SEATTLE (206)464-6968 RE: Design for HOOD CANAL COMMUNITY SYSTEM Case No: SWG2000-00366 Parcel No: 322355000003 Q Your design for the above referenced parcel has been review and is APPROVED. Please refer to the comments section of this letterfor any additiona[Vnformation. [X] Your design for the above referenced parcel has been reviewed and is NOT APPROVED. It does not meet the requirements or needs additional information. Please see the comments section of this letter for more information. Please call me at (360)427-9670, ext. 554 if you have any questions. Sincerely, 4-1 Pam Denton Environmental Health Mason County Health Services COMMENTS: The community septic system design was reviewed. Prior to final design approval, legal easements will be required. The parcels that are included in the community septic system are 32235-50-0003, 32235-50-00005, 32235-50-00006 3223550-0007, and 32235-50-00008. Pam Denton 10/03/2000 1 of 1 SWG2000-00366 DESIGN FORM - PAGE ONE Revised April 24, 1998 A design will be reviewed when 3 copies of each of the following items are submitted: Completed design form that has been signed and dated a 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 PARCEL IDENTIFICATION Permit Number: sWG2000 Designer's Name: 95r�- VYLt i eE r..Q g, W.tl �Mn 4V�( S o" esigner's Phone#: (nhth�vcul /lo s6� U�t��. 2a y c,.4��c�° 3Zz -So 0ao0.3 5 �.Applicant's Name: [r n t Al Z� ssessor's Parcel No.: Mailing Address: IZ7(/(2 // / uo 3/y 7�._c/ t/s. (�, OA 0 ovN HO O 6 (Twelve-Digit Num3ber) Intf� 46167Z ti/�t WA• g� S Z F Subdivision: r City State Zip (Name/DivisionBlockll ot) DESIGN PAI2AMETEI2S: Treatment Device O Glendon Bioftlter O Sand Filter O Mound [Sand Lined Ibraipfield O Aerobic Unit-Make/Model: --- O Disinfection Unit - Make/Model- L o YMW&"At FTy J��O� - Drainfield Type Ili Pressure O Bed O Drainrock n, [J Gravity )X1 Trench O Gravelles Chambers Septic Tank/Drainfield Specifications Laterals Number of Bedrooms 5 X z 6 t t44 c It) Schedule/Class /W� Daily Flow 12 o O 90 Length g y 691 y� tl Septic Tank Capacity - (9p co gal Diameter in Receiving Soil Type(1-6) Number Separation 9 ft Receiving Soil Appl.Rate gpd/ft' Required Square Footage Zo o O ft, Designed Square Footage /(P SO { Orifices OSl N P 17 Percent Reduction Taken /R.S % Total Number of Orifices Trench/Bed Width 3 It in Diameter Trench/Bed Length Argo ft Spacing in Elevation Measurements Manifold i{Yo �F t Original Drainfield Area Slope lb - t 5 % Schedule/Class Class ft New Slope if Altered Lo ' t S % Diameter _ _ r' in Depth of Excavation from ' Original Grade t 7- in Preferred Manifold Configuration Used? ❑Yes No „ (Up-slope) in Transport Pipe (Down-slope) Schedule/Class Designed Vertical Separation in Length O ft Gravelless Chambers Required? Yes ❑No ❑Optional Diameter �Y in Pump Required? Yes ❑No Dosing and Pump Chamber Cz Pump/Siphon Specifications Number of Doses/Day Dose Quantity d-'a eal Difference in Elevation Between Pump Shutoff and Uppermost Chamber Capacity Z a o gal Orifice: ft Pump Controls: Timer(or) Elapse Time Meter(circle if r quired) If Timer: Pump On I Pump Off /Z- Uppermost Orifice is® Higher, ❑Lower than Pu Shutoff y,eT 9r T/rr� Capacity @ Total Pressure Head: -1.2.1 tom eg eom Check the following components if they drain between doses: Calculated Total Pressure Head: A�' ft ) Laterals aManifold ❑ Transport (Attach Pump Curve) S� DESIGN FORM - PAGE TWO Revised April 24, 1998 DESIGN CHECKLISTS' Scaled Plot Plan Scaled Layout Sketch Cross -Section Sketch Y�Test hole locations CYDrainfield orientation and layout Referenced depth from original grade: i Property lines Cr-'Trench/bed dimensions and critical Septic tank lid and drainfield cover . Existing and proposed wells within distances within layout depth 100 ft of property lines Er D-Box/"T"/`L' locations i)"Critical distance measurements to cuts, peptic tank/pump chamber location Reference depth from original grade . -banks,and surface water tr Observation port location and restrictive strata: 0 Location and orientation of curtain O'Clean-out location O Laterals,trench/bed top and bottom in and all absorption components Manifold placement 0 Curtain drain collector Lt3 Location and dimension of primary ICY Orifice placement O Sand augmentation I�ystem and reserve area l�Lateral placement,with distances to �utldings edge of bed Other cross-section detail: t'J Direction of slope indicator 0- Audible/visual alarm referenced O —Observation ports and clean-outs Er Waterlines --Scale of drawing shown on scale bar Vr Roads/easements/driveways/ Cross-section infor ation for ttiound parking Layout information for mound system: €system: b�,C.t:itisa].resnuue-Fends{i pp tca le) CI Overall fill dimensions �O Settled cap depth a'I:centeY'aad edge of L(North arrow and scale of drawing D Up-slope,downslope, and ettdslope bed shown on scale bar fill width Cd $idewalJ slape �d Up-slope and downs lope bedelevation Additional Information 6 Design staked out O Operation and Maintenance Notice Attached 0 Waiver(s)Attached DESIGN APPROVAL The undersigned designer❑does, Adoes not, waive the requirement to be notified by the installer of the installation and given 48 hours to perform a final inspection prior to cove r: A a I//�j� Li'A Signature of Designer ate The undersigned has reviewed this design on behalf of Mason County Department of Health Services andtdeter rDed if,to be in compliance with state and local on-site regulations: �.. ... - �� i�ti�b�d� Environmental Health Specialist Date - Caution: DESIGN APPROVAL IS VALID ONLY UNDER THE FOLLOWING CONDITION: ✓ The design is stamped"Approved" by Mason County Department of Health Services. ✓ The On-site Sewage Permit has not expired, the Permit Expiration Date is: uAi 163 ✓ The system is installed by a certified installer, unless prior authorization is obtained from asoty on County Department of Health Services. ✓ Drainfield site conditions have not been altered to adversely affect conditions of design.approval --a144a?a1 & ASSOCIATES , INC . GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION July 12, 2000 KA 102-00001 Michael Perry Northeast 12741 North Shore Road Belfair, Washington 98528 REPORT OF SOIL AND SLOPE REVIEW AND GEOLOGICAL ASSESSMENT; PROPOSED GRAVITY FLOW INFILTRATION SYSTEM LOCATED NORTH OF NE 12741 NORTH SHORE ROAD, BELFAIR, MASON COUNTY, WASHINGTON This report presents the results of a soil and slope review and geologic assessment directed at evaluating potential erosion and landslide hazards-at the referenced site. The scope of study was developed based on our site visit on June 15, 2000, and follow up discussions by Shawn Williams of our Poulsbo office with Allen Borden, of the Mason County Planning Department, on June 23, 2000. The services performed are in general compliance with our understanding of the report requirements indicated by Mr. Borden to Mr. Williams. The subject site is located on the West Side of North Shore Road, approximately 1.7 miles west of the intersection with Canyon Drive, in Mason County. The proposed infiltration system which is to serve the needs of five residences, will be located approximately 70 to 80 feet above the level of North Shore Road in an area which has not been previously developed. A system somewhat similar to that proposed is in place on the adjacent property of the west. Based olt our discussions and the sketch provided, it is understood that the proposed infiltration system will be on the order of 280+/- feet in length (extending roughly across all the lots served) and lie roughly parallel with the road. Steep slopes overlook the road and from the general alignment of the system which was indicated during our June 15, 2000, site visit, it appears that the system will lie on the order of about 25 to 40 feet back of the steeper portions of the slopes above the road. From our discussions it is also understood that the proposed infiltration system is to lie on the ground surface and will require minimal soil disturbance for its construction and installation. Offices Serving The Western United States 1501 — 15"Street NW Suite 106•Auburn,Washington 98002•(253) 939-2500•Fax:(253)939-2556 ee�iosdmo KA No. 102-00001 Page No. 2 With each usage of the system, a hydrosplitter will distribute the effluent through the system sections such that no section will receive two consecutive discharges. No slopes will be steepened as a result of this development and all areas of bare soil and disturbed vegetation will be revegetated such that the potential for the post-construction development of erosion or landslide hazards is minimized. Outside of the planned infiltration area and service piping it is not anticipated that any of the existing slopes will be cleared or otherwise disturbed. The general locations of the major site features are shown on the attached Site Sketch,Figure 1. METHODOLOGY Soil and slope conditions in and adjacent to the proposed infiltration area were visually',examined and evaluated by the project geologist using available slope soil exposures and shallow excavations made by others for design of the proposed septic system. Combined with good soil exposures to the east and west of the site the development of a general understanding of the local soil conditions was developed as discussed below. In addition to the observation of available soil exposures and reconnaissance of the area, readily available geologic and soil maps were reviewed. The approximate locations of the shallow excavations viewed are indicated on the attached Site Sketch, Figure 1 GEOLOGIC SETTIN The site is located in the south-central portion of Puget lowlands, an elongate, north-south trending structural depression and topographic trough. The Puget lowlands have been filled several times by glacial ice, resulting in many topographic features that are a result of glacial erosion and deposition. Site soils, topography and geology result primarily from the advance and retreat of the Vashon Stade (most recent glacial advance) of the Frazier Continental Glaciation. In the project area the typical soil sequence appears to be a very dense slope core of lodgement glacial till (soils of the Alderwood Series) which is overlain by a mantle of glacial drift and ice contact deposits and outwash sands and gravels (soils of the Everett Series.) The glacial till in the area (Alderwood Soils) is comprised of materials picked up by the ice sheet as it moved, then were deposited at the base of the glacier and overridden and densified by some 1500 or more feet of ice. During the later stages of the glaciation, as the glaciers were beginning to melt and Krazan & Associates, Inc. Offices Serving The Western United States retreat, layrrs of sands and KA No. 102-00001 gravels (Everett Soils) were laid down b Page No. 3 streams Generally these mantling materials are found to be loose near the lac by and subglacia] ' denser with depth. However, it is not weathered or disturbuncommon to find a thin layer a mantle face, becoming ed material over the till and/or Everett soils, of looser, Over time, through weathering and deposition of organics, several feet in thickness may a layer of topsoil several inches to y develop. In areas of steeper slope, various forms several slope soil movement may be observed, typically in the weathered zone or looser Everett soils. SRFACEONu�X The site proposed for the infiltration system is located on a slight terrace-like feature overt North Shore Road. The vertical drop from the proposed infiltration area is on the order,of 7 overlooking 80 feet to the road below. Slopes above the road, excluding cuts along the slope toe, vary from roughly 35 to 40 de 0 to degrees Road cut slopes are on the order of42 to 50 de the bench on which the infiltration system is grees. Slopes across to be located are generally downward to the south toward the road, at 10 to 20 degrees and the bench area is backed b in range of 15 to 28 degrees.ees. As Y general upward slopes is the case in most sloping areas, short sections of slope of both the greater and lesser slope angle may be found in all areas described. As noted above, a cut has been made at the toe of the slope for the development of North Drive and is somewhat steeper than the natural slopes and the a angle of Shore naral epose for the surface soils, which was measured at 32 to 38 degrees. However, except for minor sloughing and raveling, the cuts appear to be generally stable. Simi to lar have been made for the development ofparking at the western edge Of the steeper slope slope toe cuts area. With the exception of some indications of water erosion, discussed in a following section,n, these cuts too appear to be generally stable. In the area of the project no obvious indications of deep-seated landsliding were observed. However, approximately one half-mile west of the site there is a slide area of note. Based on a brief viewing of this slide, it appears that soil movement on this slopa ma removal followed by slumping and severe raveling of the sands andY gravels. the result of toe Abo area at the western end of the prothe ject, there is some evidence (an arc- haped f atureeex endingpg from the cut to the near the bench area) that possibly similar slumping and raveling occurred I{tazan &Associates, Inc, Offices Serving The Western United States KA No. 102-00001 Page following removal'of the slope toe during development of the parking area. Similarly, on the o. 4 steeper slopes above the roadway cuts, although there does not appear to have been landsliding, there are indications of ongoing soil creep, i.e., trees with some bowing in the lower trunk section and small, step-like features. Using fir tree diameter as a basis for age estimating, the slope above the parking area may be on the order of 30 to 40 years old while on the slopes directly overlooking North Shore Road trees which appear to be 40 to perhaps 90 years in age are present. Although no obvious indications of landslide-type soil movement were noted, there are in the slopes adjacent to the parking area west of the project site, indications of larger scale water erosion. In discussions with Mr. Perry it was learned that in the mid to late 1990's water did in fact issue from the slope, resulting in the erosion of a notch in the lower portion of the slope back of the parking area, near the west edge of the property. Similar slope washing was also noted in a shallow draw approximately 100 feet west of the subject property. As previously indicated the area in which the infiltration system is to be constructed has not been previously developed and is in a natural, native condition. Below an open woods of mixed aged evergreens and deciduous trees stands an open to moderately dense cover of understory vegetation, i.e., salal, brush, shrubs, weeds, grasses, and ground cover. Ground water seepage was observed near the toe of the slope in the parking area, generally below the area of the washout discussed above, and a small stream develops from the slope toe area about 100 feet west of the project area. Additional areas of water flow develop to the west of the parking area and project site. At the time of our fieldwork, there was no significant development of ground water seepage to the east of the project area. Based on field observations, it appears that the very dense glacial till forms an undulating impermeable layer and areas of outwatering develop where the till surface dips downward or is intersected by the slopes. Based on soil exposures and the proximity of the washout to the exposures, it is surmised that the grading for the parking area was contributory to the washout. It appears that the cut for the parking area removed a substantial portion of the slope toe material, lessening the cover over the till, which resulted in daylighting of ground water and slope failure (erosion) during a period of increased water flows. The development of seasonally perched water or the periodic development of zones of outwatering should not be unexpected. Krazan & Associates, Inc. Offices Serving The Western United States KA No. 102-00001 Page No. 5 SOIL PROFILE AND___ D SUBS(JRRFACE CONDITIONS Based on the result of our field work, reconnaissance, and review of available maps, it appears that the project area is generally underlain by up to 8 to 12 feet of interbedded sands and gravelly sands over glacial till. Locally it appears that near the top of the till there is a thin zone of interbedded sands and silts, which grades coarser, upward. The materials overlying the till are loose when first encountered, becoming denser with depth. The glacial till appears to core the slopes and is comprised of a very dense mixture of sand, silt and gravel, somewhat like lean concrete in appearance. Based on the soils observed in the slopes around the site, it is our opinion that the site soils are generally consistent with those indicated on the Soil Conservation Service map of the area. Differences between the mapped and observed soil conditions appear as a result of mapping scale, availability of exposures, and intended map usage. These differences are generally minor and not unexpected. �QNCLUSIONS AND RECnNrNrFrrn .TI.,N Based upon our site observations and review of pertinent materials, it is our opinion that the potential for large scale sliding or erosion on this property resulting solely from the proposed construction of the infiltration system is low and the overall slope stability under the present conditions appears good. The existing septic drainfield system on the adjacent property does not appear to have caused slope distress or resulted in slope erosion or obvious outwatering. With the provision of a hydrosplitter, such that the discharge of effluent is spread through the entire system with no section receiving consecutive discharges, it is expected that the overall system will function in a fashion similar to that on the neighboring property. It is anticipated that the installation of the infiltration system long-termed slope behavior may be only slightly modified from the natural condition. It should be noted that under the existing (natural) slope conditions, i.e., slope grades and outwatering, there is a potential for periodic slope soil movement and erosion, particularly during periods of heavy rainfall or prolonged wet weather. The site surface soils may be easily eroded by channelized water or sheet-type water flow. It is our recommendation that following Krazan & Associates, Inc. Offices Serving The Western United States KA No. 102-00001 Page No. 6 installation of the infiltration system periodic inspections of the system and slope areas be made to assure proper working and that no areas of erosion or slope distress develop. All disturbed soil areas and slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after construction as possible. If the vegetation is not fully established prior to the on set of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. REPQRT LINE ATIONS This report has been prepared for the exclusive use of Michael Perry and his agents for use in planning and design of the proposed septic infiltration system. This project was conceived and undertaken to address specific concerns outlined to our office by Allen Borden of the Mason County Planning Department. These services did not include a project review for certification or confirmation that the project meets minimum state, county, municipality or building code standards or Health Department standards. The conclusions and recommendations in this report are based on our visual observations, interpretation of site conditions as they presently exist, and the expectation that the exploratory efforts adequately define the subsurface conditions throughout the site of the infiltration system. The soil conditions described in this report and the conclusions and recommendations contained in this report are provided for this specific site only and should not be expanded for use on adjacent sites or properties without additional exploration and review of those sites by this firm. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but the report conclusions and interpretations should not be construed as a warranty of the subsurface conditions. There are possible variations in subsurface conditions. In the event that the scope or location of the project should change or subsurface conditions different from those encountered during this study be observed or suspected, we should be advised. At that time a review of the changed conditions will be made, and alternative or remedial recommendations given as required. NOTE: Although we have reviewed subsurface conditions as part of this study, we have not conducted analytical laboratory testing of any samples obtained, have not evaluated the site for the potential presence of contaminated soil, and have not evaluated or addressed ground water conditions or concerns except as noted in this report. Krazan & Associates, Inc. Offices Serving The Western United States KA No. 102-00001 Page No. 7 The owner and the contractor should make themselves aware of and become familiar with applicable local, state, and federal safety regulations, including current O.S.H.A. safety standards. Construction site safety generally is the sole responsibility of the contractor. The contractor shall also be solely responsible for the means, method, techniques, sequences, and operations of construction operations. The firm, Krazan & Associates, Inc. (including consultants and subcontractors) is providing the preceding information and recommendations solely as a service to Michael Perry. Under no circumstances should the provision of this information or recommendations be construed to mean that the firm Krazan & Associates, Inc. (including consultants and subcontractors) is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not implied and should not be inferred. Within the limitations of scope, schedule, and budget for this work, it is warranted that the work has been done in accordance with generally accepted practices followed in this area at the time this is report was made. No other warranty, expressed or implied is made. Should you have any questions or if we may be of additional assistance,please call our office at (253) 939-2500 or(360) 598-2126. Sincerely aF PROFESS/ q= W 4676 ` �& = N AIPG t.... Allen L. Hart, CPG, RPG/CEG &A Engineering Geologist 40li4tlENL.HpR�� PNOFESS �t Report Reviewed By: -%`Shawn Williams Senior Geologist Krazan & Associates, Inc. Offices Serving The Western United States I501-15' Street NW,Suite 106,A burro`Washington 98002 Approx. Hydrosplitter Location Excavation By Others Approx. Property Linz-typical \+ Infiltration\ Area j `Approx. Top Of Slope i l+t� 1 ' Parking Area, --;�� — _.__ Approx.Toe of Slope -- 1 _- - North Shore Road 3 Existing Residence-typical L_ i -- - - - -� L ---Approx. Bulkhead line-typical FIGURE 1: SITE SKETCH Project: Michael Perry Infiltration System KA 102-00001 Approximate Scale Y"= 10, SapT� D e"A L C(11 �.2w� i vf��A�sd�.r� �'jobSEW�o4n� 6J c$ i 5✓'zi-k. 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J E W � N ' O m M 4D ✓ _W � 3 � G � //�� cn a c a+e O CL - = d N 20•d N317MOH CH SS:BT 000E-T T-nnd for 57- ScQI• ' SICUREO UO w1TK OAR ,GHT SEAL 1 2l p1AylTER \L ACOlSS RISER FlNRtN ORAO! I/."o I • C7 ( TO PUMP T.. CNIIMBER ROM sXwxoe I I FLOATING�'T � � sOUROE J APPROVED g,pLUENT P LTlR SEDIMENTS oTl TANK rrYPICALI 08/18/2000 10:11 FAX 770+5382 PUY HONEYBUCI{ETS Ol BRAWLER 1-2140 n_. 324, 7E' p4' Dia. 24' Din ra '. 8• TtIDCK SAND COLLAR 9AND COLLAR PRWAR7 CD10'ARnMRT 2140 GAL NORImRO CAPACITY DDT 7A, 6' TM= TOTAL TANK MOD CAPACITY 2'A50 GAL 0 fi NORTHWEST CASCADE CALL TOLL FREE 1-800-562-4442 3�U HD FOWLER -I I P 03 Effluent Pumps f 112 Hp to 1 1/2 Hp g Sin le Phase,60 Hertz 1 I 115/230 Volt Curve pc2 P201512,230V 9 stage omnco ems• 300 t Incorporateed r 814AIFWAYAVENUE ..- .._ _...... - I j _I___ MHEFLIN,OREGON .. ... _ L. T— — e7479 8872 f, YEIPHONE 250 7 P201012 230V 7 stage (54114594449 _- - FACSIMILE: I I f i y. 1 $41)459�2884 t. 2D0 - s P200511 115Y 5 s1 + CDr - tage -. .— P2005 rage c 1 i 150 _ I —r- -71 I _ I Pit80511 115V 5 stage -— I , Ira 100 I i - � I 1 -' 50 � . 1 , 1 � 1 I u 1 I 0 5 10 15 20 25 30 Eio•PU�PC-z Net Discharge, GPM RQV.x.o 7/99 TOTRL P.03 P.01 Duplex Control Panels Submittal '` Data Sheet p, s,,,�,n,, Iraorporafed 1-800-348-SM Applications General Orenco Duplex Control Panels are used to control dual pumps, Orenco Duplex Control Panels are specifically engineered for pres- alarms,and other equipment as specified in pressure sewers and onsite septic systems. sure sewer(STEP)systems and onMe septic treatment systems that require the use of two alternating pumps. Standard features include circuit breakers,an automatic/manuaVoff motor control toggle for each pump,an audiovisual high Wei alarm,reset,and a duplex alternator.Dther standard features and options are listed on page 2. Orenco Panels are designed for use with mechanical and/or mercury float switches. Listed per UL 50&a UL-Canada list- ing is available. Standard Models UL DAXI,DAX2. Nomenclature DAX X XX XX Indicates selected options (see p.21. Indicates voltage. 1=120 VAC. .a7f• 2=24D VAC. Specifications Panel Enclosure: Measures 15.5"high x 13Z'wide x 6.7"deep. NEMA 4X rated. Constructed of UV resistant fiberglass,hinge and latch are stainless steel. DAX1 Panel Ratings: 12D VAC,374 hp,14 amps,single phase,60 Hz, OAX2 Panel Ratings: 240 VAC,2 hp,14 amps,single phase,60 Hz ESU•CP-OAx-f Rh.R.1,O Q99 Page 1 011 1 HD FOWLER P.02 Duplex Control Panels (continued) Standard Features feature S ecification(s) Motor-Start Contactor 120 VAC:14 FLA 3/4 hp,60 hz;25 million cycles at rl )10'million at 50%of FLA). Pump Circuit Breaker 20 amps,OFF%N svaitch.-S ngle polei1120 VAC double pole 240 VAC. DIN ra I mo n6ng with thermal magnetic tr' in characteristics. Controls Circuit Breaker 10 am OFF/ON switch. Sin le ofe 120 VAC. DIN rail mountin with thermal magnetic Vi in characteristics. Te le Switch Sin le ole double throw HOA switch rated at20 am s. Audrp Aland 95 d6 at 24" w a r b I a tone sound. AudioAlarm 120 VAC,automatic reset DIN rail mount Silence Rela Du Visual Alarm 7/8'diameter red lens "PU4h-t0^5ilence." NEMA 4X 1 watt bulb 120 VAC. Iexgltemator 120 VAC,cross wired style for rode endem iag Pumefunction. Selector switch for locking one um into lead osition. Optional Features Feature S ecllication(s) Product Code Adder Intrinsically Safe 120 VAC. Listed per UL 913,for Class 1 Div. 1,groups A, B, IR Control Relays G 0 hazardous locations Larger enclosure renuired Programmable Timer 120 VAC,Repeat cycle from 0.05 seconds to 30 hours. Separate variable PT controls for OFF&ON time pericids. Redundant Off Relay 120 VAC,provides a secondary off. Sounds alarm on low level RO condition. DIN rail mount Heater Anti-condensation heater. Self-adjusting: radiates additional HT wattage as tem erature drops, Hapsed Time Meier 120 VAC,7-digit non-resettable. Umitof 99,999 hours; ETM accurate to 0,01 hours. Pump---� ourrter 120 VAC,5-di - non-resettable. Pump Run Light 7/9-green lens NEMA 4X 1 watt bulb 120 VAC CT PRL 0' tf o Mede1_ i esu-CP-aaxa per,21,0IM Page 2 of 2 TOTAL P.02 ,1 Construction Requirements 1. Determine location of underground utilities before digging. 2. Soil must be dry before proceeding with installation. 3. Do not remove any top soil and leave root system intact while preparing site. 4. Install laterals with the contour of the ground and install trench bottoms level. 5. Install observation ports within 36" of all trenches. 6. Once the trenches are excavated the side walls and bottoms are to be raked to open the infiltration surfaces if there is any smearing or compaction. 7. The edge of the drainfield trenches must be a minimum of five feet from any property or easement. 8. Install a check valve in the transport line. 9. Effluent screens must be used to prevent contamination of solid matter. 10. Storm drains must be directed away from the drainfield. 11. High level water alarms should be installed as they warn owners of pump failure. 12. A bio filter or tri filter must be installed in the outlet side of the septic tank for proper filtration. 13. Risers are to be installed for easy access for pumping or removal. 14. All materials and construction must meet the requirements of the County Health Department. 15. Deviation from the design without approval from the designer and County Health Department will make the design invalid. 16. All orifices must be installed at a 6:00 position. 17. All manifolds must be preferred with riser and lid for easy access for O&M purposes. 18. Filter fabric is required prior to backfilling. 19. All curtain drains must be 6" into restricted layer with an outfall of 3D' below drainfield. 20. Maintenance is essential. Clean the filters every 6-12 months and pumpthe septic tank approximately every 4 years. r , _ n TJAHA-$YRE7T DESIGNS 13®� JGPI J - LV117t:JIG'.5 UPLaialll},V K. �IAIAR-:!v.a\f.E Mr. Roosendaal 27 September,2000 5627 NW. Ryean Ct. Bremerton, WA 98312 Subject: Important Notice Regarding Your New Community Septic System Mr. Roosendaal & Additional Homeowners, - Congratulations, you-are in the process of installing a new community septic system. The designer of your septic system went through great pains to come up with a plan which would be an effective, long-term solution for the )reatment and disposal of wastewater. The installation of your system by a high-quality contractor is the next important step in ensuring that you have a syste i that's going to work properly for years to come. Last but not least of the factors affecting your septic system's performance is you the homeowner. How your use and maintain your system has a major impact on your system 's ability to work1properly and to operate indefinitely. As aseptic system owner, you are now faced with a major respons bility — that of ensuring proper care and maintenance of your system. Taking an "out of sight, out of mind" mentality could end up costing you a lot of money'if your new system fails due to improper operation and maintenance. You may want o think about obtaining an Operation & Maintenance agreement with a 'tensed professional who can: • Provide invaluable-information on using your system • Be there to answer your questions, • Respond to problem situations, and • Ensure that your system is working properly,'and as designed , (360)877—0387 ♦'113 N:vALLEY DRIVE, SHELTON,WA 98584 i tahjasyrbttdesigns@hotmail.com Page I of 2 During the permitting process you were asked to file a 'Notice of Operation and Maintenance of On-Site Sewage System' on the deed of your property. The purpose of this notice is to inform yourself, and any future owners of your property , that the septic system needs periodic maintenance conducted by a hiccdnsed professional in order to ensure that it continues to function properly. This required periodic maintenance can easily be accomplished through an annual maintenance agreement. Tahja-Syrett.Designs is a licensed Operation & Maintenance Specialist in Mason County, and I offer affordable annual maintenance agreements. The frequency of visits and amount of maintenance performed varies according; to type and complexity of your septic system. Included with this' letter is a detail sheet specific to your system. An annual agreement with a certified Operation & Maintenance Specialist is cheap.insurance for a big investment — your septic system. With regulations getting stricter,by the year, and design, permit and installation costs for n w and repair systems rising almost annually, You need to protect and maintain the system you have in order to save yourself a lot of money and headaches in the future. For more information on Annual Operation & Maintenance Agreements, or to set up an O & M agreement, please call me at (360) 877-0387. Thank you To ahy (360)877—0387♦ 113 N. VALLEY DRIVE, SHELTON,WA 98584 ♦}ahjasyrettdesigns@hotmai1. m Page 2 of 2 © HJA-SYRETT DESIGNS E313tsi 1R I' t}-311AI IN N16vSPUi'i::ItV1 !0\ ,. MAINIFA M'! OPERATION AND MAINTANANCE PROGRAM: COMMUNITY PRESSURE DISTRIBUTION SYST M Tahja-Syrett Designs is a licensed Operation & Maintenance specialist in Mason Cot nty. The following information details exactly what services we provide, what schedule the se ices are implemented on,and also, our prices for these services. PRICE: • $150 (nittal fee per connection includes-owner's manual, start-up inspection(6 months), and annual inspection. • $100 annual inspection fee per connection applies for following years of service. TPgELINE: • start-up inspection will be conducted within 6 months of system being put into operation. • next inspection will be at 1 year of operation, and inspections will continue annually after this. SCHEDULED INSPECTIONS: Septic Tank: • check solids levels of tank to determine if pumping is necessary. • check for evidence of backups. • check for signs of leaky tanks and risers. • check outlet filter and clean. Pump Tank: • check,solids level to determine if pumping is necessary. • -check floats for proper functioning and position. • test alarms. • measure pump drawdown and run-time. • check timer settings and adjust if necessary. • . check elapsed time meter and event counter. Laterals: • check residual pressure. 4 • equalize flows. • jet laieral lines as necessary. - (360)877—0387 ♦ 113 N.VALLEY DRIVE,SHELTON,WA 98584 -tghjasycettdesigns@hotmai1. m, Drainfield. • check for surfacing effluent. , check for appropriate vegetation. • check for signs of heavy traffic. • - check for lack of buildings. • check for impervious materials(i.e.: pavement, concrete, plastic,etc.). • check for abnormal settling or erosion. • check monitoring ports for evidence of ponding. EMERGENCY INSPECTIONS: If conditions are encountered which indicate that the system is not working properly such as alarm sounding, water backing up in the house, foul odors, or surfacing effluent, Ta�ia-Syrett Designs will respond with emergency inspections as warranted. The annual fee specified above covers the cost of emergency inspections. Inspections are intended to detect and ldiagnose malfunctions. At this time, Tahja-Syrett Designs will inform the homeowner of possible options,and help work toward a solution of the problem. t I (360)877=0387 113 N. VALLEY,DRIVE, SHELTON,WA 98584 tahjasyreudesigns@hotmail com, ON-SITE SEWAGE INSTALLATION FINAL INSPECTION DATE CALLM IN: - 2 ' o I TIME: o INSTALLER: U L(�� (� J�✓� APPLICANT/OWNER: CALLER: IJ ( l ni 9✓/�� PHONE#OF CALLER: d( �}✓� ` C 0O V I SWG#: `Z060 - OoZ" PARCELNumBER Z Z Z n O jO�Oa 1 f SUBDIVISION: SU(1 [TU)o_G` Div: Lot _ SYSTEM TYPE(CHECK ONE): ❑ PRESSURE GRAity INSPECTION SCHEDULE(CHECK ONE): AP P IN AS-BUILT ON-SITE(CHECK ONE): ❑ YES N STAFF INITIALS: APPOINTMENTDATE: COMMENTS: ] A\AA uu im*Jat- 1 �-- v^e di u t'nn 5 �8 i A ON-SITE SEWAGE INSTALLATION STAFF INSPECTION REPORT C•;. �� .. i :.. x, w�+;;.:r x>'s•<;g Yties .aii a.': �c M .`.�'?�?FiN�"''"ShR; Yes No C I. SErrtc TANK omments A) >5&from foundation? B) >50 ft from wells and surface water? — C) Bldg stub-0ut to septic tank:cleanout if not 1-2%? — D) Baffles intact and clean? E) Dividing wall intact? — F) Risers installed for access? IL D-Box Leveled with water and/or speed leveler(tittle)? IIL DRAuiFWZ A) >10 ft from foundation and>5 ft from perceived property lines? T; B) >100 ft from wells and surface water? _ C) >10 R from potable water lines? D)-Laterals level to±1 inch&end caps present if not looped? E) Gravelless chambers utilized? F) System dimensions the same as shown on the design? a ProperlyG) Gravel clean, sized and props depth? H) PRESSORE SYSTEMS — 1) Sand qualityASTMG33? S awl 2) Head height uniform and 224 inches? — 3) Clcmoutc and observation ports present? 4) Mound: Side Slope 3:17 — 5) Owner informed electrical connections must be made by owner or licensed electrician and inspected by L&I? — IV. PEMW/PtmsCM43MER A) Screen basket or effluent filter(circle one)installed? B) Riser installed for access? — C) Alarm installed? D) Pump on timer or demand(circle)? — V. As-Burt,TREQtm m? — VL OTMW COMhffXrsOBSERVATIONS 8 3-0 qnl � rs r✓ Q1 ------------- ------------ The undersigned has reviewed this installation and verifies these. findings on behalf of Mason County Department of Hedlth Services. f� Q I Sanitarian Date C:1MyFditT=k =Lupd Revimd9/1W MASON COUvr� Public - t, Health Always working for a safer healthier Mason County November 17, 2010 M&M Construction P.O. Box 73399 Belfair, Wa. 98528 RE: 32235-50-00003 SWG2000-00366 Hood Canal Community System I Butch—This community drainfield was installed August 2, 2001. Pam signed o on it but I can not find an as built. If it was installed as per design, would you submit an as bui reflecting that or send a copy of the original if you have it. Thank you for your help. I Sin�i rel��yyy L ` CndyWate aA co Environmental Health Specialists I Mason County Public Health 415 N 6`h Street, Bldg 8,Shelton WA 98584, Shelton: (360)427-9670 ext 400 C• Belfair:(360) 275-4467 ext 400 S• Elma:(360)482-5269 ext 400 FAX (360)427-7787