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Home My WebLink AboutSWG Inactive - 4/12/1995 ON-SITE SEWAGE SYSTEM-SITE AND DISPOSAL PE MIT PERMIT NO. SWG 95-D dio m n MASON C�PUNTY DEPARTMENT OF HEALTH SERVICES -- -- & y 1 rl N 426 W. CEDAR/ P.O. BOX 1666/SHELTON, WA 98584 Date_ }—� 9. o PHONE (360) 427-9670 Receipt No Amount$ PROPER I Y OWNER: CHECK APPLICABLE ITEMS �/ m ( ER LAMP 61Ou L LI DATE: 1l0 NEW SYSTEM LGh//tlLi'i/ T MAILING ADDRESS: DAYTIME PHONE: (t Cn (2 F-2yia CENTER 415 RDUbT /AL iU SW. REPAIR SYSTEM y S CITY: STATE: ZIP: MAINTENANCE REVIEW m 0LLIMPiA wA • 0/9501 SINGLE FAMILY IP PROPERTY ADDRESS: OTHER UP& d c 230 3 S: , 3 Se-FAIR, WA - SPECIFY: �� 3 PRIVATE WELL SPECIFIC DIRECTIONS FOR LOCATING SITE: U SIDE 6EUTP—Ai_ ;8"j OE-6 0Isi7Zf COMMUNITY WELL/PUBLIC SYSTEM g N- SYSTEM WFI# SYSTEM NAME 0 APPLICANT NAME AL DFJ •E. � Name of Lot ± 323 ft.x ` 414 MAILING ADDRESS 20 U UE E �`•� Installer Size: 2AL 4 0,72 acres �A O TELEPHONE 20 1 � Name of Numle,of SIGIIA URE o N Designer Bedrooms Cpa KE,1LC1A-. X PLOT PLAN Draw a dimensional plot plan, ID r chiding: tN o � �,,pp ,(�ra/precise location of test 1((1�7i(r/' " iholes,showingmeasured distances to property boundaries. I� M r W/Entry road;other roads, ° Illy driveways. Lj NOTE: DO NOT DRAW IN l �. SYSTEM DESIGN • `�r"` 5 4 lop OFFICIAL USE ONLY. DO NOT WR(7E•BEL'OW DOUBLE LINE. SOIL LOGS &Ez!�2, Depth from Original Grade to Restrictive Layer or Water Table: In. DESIGNER DESIGNATION SCORES MINIMUM SYSTEM REQUIREMENTS Finding Score Designer Level: ❑One ❑Two Soil Type Vertical Separation in. Septic Tank DailyCapacity: Gal. Flow: GPD Slope k Appl. Infilt. Parcel Size Ac. Rate GPD/FT2 Area FT2 Distance to Shoreline it. 1 Total Inspector Date COMMENTS/COINIDITAONS FOR APPROVAL !� r �n • n -rl �. c� T-1 •All septic systems must be designed and installed by contractors certified by Mason County Department of Health Services,unless prior approval is granted by the department,or the design is by a professional engineer. •Septic permit 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 e 2 years from the date of site review.Denial of this permit may be appealed to the Health Officer within 10 days of denial data. SITE VI DE R V Approved j Not App ov d INSTALLATION:U Approved ❑Not Approved BY: ATE: BY: DATE: BY: DATE: TOP: Health De t. Copy IDDLE: Designer's Copy BOTTOM:Applicant's Copy Cl.LI ' DESIGN FORM - PAGE ONE NOV 2 11996 x..I..d 07/28/95 A design will be reviewed when 3 copies of each of the fbW%W&%4j%ms are submitted: • Completed design form that has been signed and dated • Completed Resource Lands and Critical Areas Checklist attached Scaled plot plan, including all applicable items on checklist Scaled layout sketch, including all applicable items on checklist Cross-section sketch, including all applicable items on checklist II PARCEL IDENTIFICATION II Permit Number ��i��--��"�^ Designer's Name NAB- 4)6aySW Applicant's Name 44,' _ P&L-EUSRH Prop. Owner's Name II Mailing Address '? 004 M:u02 /lJ6 E. Mailing Address 5 1R une&UL& WA. q,01o2- 1 All ity braceQpTVtsiVaD Assessor's Parcel No. vivelve- ZIP Subdivi�ionH�dffiSJSrpRRj OTT>�I II DESIGN PARAMETERSVf I� Designed II U I rL-1 rL, vertical I� LJ IJ Idl Se aration II Mound Subsurface Pressure Gravity Bed Trench in H Septic Tank/Drainfield Specifications 19f rl II No. Bedrooms — ��;p�— Pressure Distribution? r� Yes No Daily Flow 9� �:9...................... (If yea. Proceed. . .) ..................... . ...................... ...................... U Septic Tank Capacity 7-000 gal Receiving Soil Type (1-6) 4- Receiving Soil Appl. Rate b f 2 ( Laterals .� Trench/Bed Bottom Area ` ft Schedule/Class p f gth Bounty Dept• Health Serve+_ 4T_ 11 Trench/Bed Width Mason V Trench/Bed Length ft AppRO 5 in I,✓ iameter h Elevation Mee r tnttt8�a; �� 5 n Original Drainfield Area .atit}oa Doi ��Jdh6/�yf7 (4 ft Drainfield Area Slope if Altered M1 (D �°f ,L f� r to Number of orifices L N Depth of Bottom of Trench/Bed 20 in Diameter Ifo" in II/ B from Original Grade r Spacing u _M in Manifold vownslope Schedule/Class scl , 40 Nn Length I()"I-' ft Infiltrator Used? U Yes No Diameter _j in U n Transport Pipe Pump Required? Yes LJ No Schedule/Class S� 4a �j: ............... i8 (if yes, Proceed. . .) 29EE2...................a Length 22�fuu+8�E4uW.Leu 6n. _ 3 D ft ::::::::::::::; I Diameter 3 , in OF Pump/Siphon Specifications I Dosing and Pump Chamber I� II Difference in Elevation Between Shutoff # Doses/Day IY Nft Dose Quantity l02 gal and Uppermost Orifice I rl I Chamber Capacity /700 gal (I Uppermost Orifice is 9 higher, L--flower /� h than Pump Shutoff � I Check the following components if they drain II N Capacity Q Tot. Pres. Head erm I between doses: II Calculated Tot. Pres. Head 28. T914 ft k II (Attach Pump Curve) • ��ii Laterals Manifold Z Transport II i DESIdN FORM - PAGE TWO ". 10.d 07/26/95 N DESIGN CHECKLISTS II Scaled Plot Plan I Scaled Layout Sketch i Croas-Section Sketch II Reference depth from orig- II Test hole locations I Drainfield orientation I inal grade: I and layout 11 Property lines I r5i Septic tank lid and II 1 Trench/bed dimensions and I drainfield cover depth II II U Existing and proposed I critical distances within I II N�a wells within 100 ft I layout I Reference depth from orig- II II of property lines i n I inal grade and restrictive II D-Sox/"T"/"L" locations i strata: H U Critical distance I measurements to cuts, I Septic tank/pump chamber I Laterals, trench/bed banks, surface water I location I top and bottom II IIu I I ri Location and orientation I Observation port location I u Curtain drain collector II N/A of curtain drain and all I I H absorption area I Cleanout location I U Sand augmentation II 11 components I 11 I 0 Manifold placement I No external reference needed:11 Location and dimension I I r--i II 11 of primary system and I Orifice placement i U Observation ports and cleanouts II reserve area I I Lateral placement, with I II Buildings 1 distances to edge of bed I Additional mound information:" II I �u al alarm I u Upslope and downslope II Audible/visual Audible I /IC1 e f Slope 11 Direction o P i referenced I fill width 11 indicator 11 Waterlines 14a 11 Scale of drawing shown I U Settled cap depth at I on scale bar I center and edge of bed II Roads/easements/ I 1 n11 11 driveways/parking I Additional Mound Information: I u Sidewall slope 11 r1 I u11 II � Critical resource lands I U Endslope width i UP/downslo a P bed elevat.sad II 11 (if applicable) l i r, Overall fill dimensions omnletad Resource Lands 11 (1�! North arrow and scale of I I Critical Areas Checklist II drawing shown on bar I I p DESIGN APPROVAL 11 II r1 2 does not, waive the re irement to be notified by the 11 p The undersigned designer u does, 4 11 installer of the installation and given 48 hours to perform a final inspection prior to II cover. II II II II The undersigned has revi d a 2s ed this design on behalf o Ma County of Health II 11 Services. (� Q 3 n t� Va� II II O Y UNDER THE FOLLOWING CONDITIONS: q GUTIONs DESIGN APPROVAL I8 . ID QL v/ THE DESIGN IS STAMPED -APPROVED- BY MASON COUNTY DEPARTMMENT O HEALTH SERVICES II v/ THE ON-SITE SEWAGE PERMIT HAS NOT EYPIRED7 EXPIRATION OF SAID pMaT IS BASED ON II q THE DATE OF INITIAL SITE INSPECTION, NOT ON THE DATE OF DBSIQN APPROVAL 11 11 ✓ THE SYSTEM IS INSTALLED BY A CERTIFIED INSTALLER, UMLESS PRIOR AUTHORIZATION IS II OBTAINED FROM MASON COUNTY DEPARTMENT OF HEALTH SERVICES �� B-L/IVB Dft wooiiiscroft Septic&construction (toe)426-U21 August 4,1997 Tot Mason County Dept. of Environmental Health Ret Addendum for the septic installation of North Mason Library Dear Sanitarian, Listed below are the proposed changes: (1) An eight inch Biotube on the Septic Tank outlet, (2) septic pump to be set on blocks in order to hold it 12" off the bottom of the pump tank, (3) float tree to be installed, (4) 2,000 gal. concrete pump tank to be installed, (5) drainfield dosing to be changed from 500 gal/dose to a lesser, more frequent dosing based on actual pump run time and (6) valve boxes for lateral control. a w"lliscrof , esident Mason County Dept. alth Servicesnstruction Inc. App'R VLLJ Initials — `P pate 6 1 yvrgllL �'^� NOV Q 06 MASON COUNTY DEPARTMENT OF HEALTH SERVICES i TH SERVIrn POST OFFICE BOX 1666 SHELTON�)WA 98584 FFAXX 427 7798 APPLICATION FOR VARIANCE/APPEAL Directions 1. Complete Part A and sulmit to the Director of Health Services, PO Box 186, Shelton, WA 98584, along with one of the following fees (as appropriate): $26 for appeal; $21 for staff review; $93 when Health Officer review is necessary; or $113'when State Department of Health concurrence is necessary. 2. Staff and the director will make a recommendations to the Health Officer in Parts B and C. 3. The Health Officer will make an initial in-house detenvinstion in Part D. 4. The applicant, if unsatisfied with the. initial Health officer determination, can request a Health Officer Hearing. Findings and determinations of the Health Officer my be appealed to the Hason County Board Of Health. �Zl .Part A: Appeal/Request for Waiver 12�o0 • Applicant's Name: HAL uA[eW-%D,4 3usu QON MR TUC.. • Address: a00q MI140e AM E • SEATILL— IAJIq gAlOZ • Telephone: ( a OG ) 2Q - 4144 SAI-\ 15,-(HE-U-11K ADP, FoRnow OF 19W 14 11. Assessor's Parcel Number Subdivision Name and Lot Number Nature of variance or appeal: Reduce separation between urimarv/reserve (circle one or both) drainfield area(s) and from feet to feet. fY�-T Appeal findings or conclusions of environmental health staff (please specify) : l� Qf�( Applicant's Signature Date N,%Off-5ZMVARIAtKB.N Revised+ 01/07/96 ■ Part B: Staff Findings n T��1' u Applicant owns the affected welt HL Soil texture provides for treatment of sewage n :__I Applicant does not own affected Weil, Soil depth provides for treatment Of sewage but owner has been notified n U Enhanced sewage treatment will be utilized. Parcel ea:vet be developed Without variance Specify type: Oth el G all &W, �Q �SLo Ot`I on ar t il law v tb '�� n L194t1i� p�i} uti 8ti , tb - n 11t.. �1,Da^- 01? Env' amen Health Speci Sate inn FM 3#�Iqfwur P�artt C: Directors Recommendation r;, Direct/o'r recommends approval of the variance or appeal, sed an the following considerations: R 9c+e Lj v Director recommends denial,of the variance or appeal, based an the following considerations: 7/4fi6 Dir cto f Health Services Date Part D: Health Officer's Determination n u The wealth Officer has determined that approval of the request for variance or appeal will not have an adverse effect on piblie health and the variance or appal is hereby granted. This decision is based an the following findings- n LJ The Health Officer has determined that approval of the request for variance or appeal has a potential for an adrorsa affect an py81ie iealth and the variance or appeal f6 hereby plm:tad. Thia decision fs based on the following findings: Mason County Health Officer Date Ni Km-OZINWARZANCa.N Revised, 01/07/06 i j: y 4iil4r. r r4 FIZ.::. .. : ,. y � , ` I:ti-r •{� - �,�� ti,�ti�:��"tip�tirr.- A i f r t r -off ; 3 4' � ' C�Rr► i c�2�6t�yx ��-lo�r'Ver►�;.1 ��v M7 SL IL MOO ti `. f"Zi�1clas • Isr, ;� �1i earn ! 3 ! V135 dyer, 0�1a d1 �1 Prue �>i win. — .. .; ..;:.. •. dl 1405 77 : - _ _. H'8'9 S£iL£Z£99Z L2•LS 961 60 21�i �-d SZL-1 £90-d `�/ r NOV 2 1 1"6 TH SERvi ENGINEERING REPORT FOR WASTEWATER TREATMENT & DISPOSAL PROPOSED NORTH MASON COUNTY LIBRARY BELFAIR,WASHINGTON Prepared by: BUSH, ROED& HITCHINGS, INC. 2009 MINOR AVE. E. SEATTLE, WA L)R4F * 6152°li. �Se�c AUGUST, 1996 jea�i A QeQt. v Revised November 15, 1996 �Vo�c�A�� *ate Y Vj �4`0��. ■ INDEX COUNTY DESIGN FORM PAGE 0 INTRODUCTION PAGE I WASTEWATER FLOWS PAGE I DESIGN OVERVIEW PAGE 3 WASTEWATER FLOW DOCUMENTION PAGE 5 SITE SOIL EVALUATION PAGE 6 DRAINFIELD & PUMP DESIGN PAGE 7 DESIGN FORM - PAGE ONE n vi..e 07/28/95 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 • Completed Resource Lands and Critical Areas Checklist attached Scaled plot plan, including All applicable items on checklist Scaled layout sketch, including all applicable items on checklist • Cross-section sketch, including all applicable items on checklist II PARCEL IDENTIFICATION II II Permit Number Designer's Name HAL 40&ab.tStni II II Applicant's Name `-4� Prop. Owner's Name 1�M uD2EblOi!'NLi.P.�7 y II Mailing Address 'Z t9rQ Miun2 ao E.. Mailing Address SE42 ' e Ctr 2 it z3e Z]'Lt WA . gA)zz AigRl2 RLWPLI SW 11 II -iy statelY de 6ip lill II Assessor's Parcel No. Subdivision RAJ ELZR ADDlp02Ra4rOFMi IIji-welve-vigit NU17059Yri`Ui'TIdP�"B'Iab'F'] II DESIGN PARAMETERS II II ✓ ✓ ✓ ✓ II I 1 ,�1�, r 9; Designed u II II 13i �i u � Vertical II Separation II Mound Subsurface Pressure Gravity Bed Trench 1}(0 in I' II Septic Tank/Drainfield Specifications I II No. Bedrooms N A Pressure Distribution? Yes u No II II Daily Flow (o d I: ...................... (If yes, proceed. . .) ...................... :II ..............: II Septic Tank Capacity 2 D0 D cal I II Receiving soil Type (1-6) 4- II Receiving Soil Appl. Rate ft° I Laterals to II II Trench/Bed Bottom Area 1(j3i ft' I Schedule/Class 5�� 4 b II Trench/Bed Width ft I Lengtk) 5& Mn.K ft II II Trench/Bed Length Sy V ft Q(( 4 71 h / �` iameter I.'L5 in II Elevation Mea uramante �� (�� ` � Number (�. ��7 15 II II Original Drainfield Area Slope I Separation ft II II Drainfield Area Slope if Altered t I Orifices II II ,� I Total Number of Orifices 2 5 II Depth of Bottom of Trench/Bed 2 OT in I Diameter llo" in II from Original Grade ups.Lope r I Spacing V421e"S II II .� Oin I Manifold II ors op I Schedule/Class S4 40 I' 17-1 I Length 102' ft Infiltrator Used? I__I Yes No I Diameter 3 ` in Transport Pipe II II Pump Required? Ili Yes LJ No I Schedule/Class 5CA 4a II ...................... :::::::::::::::::::::::::: (If yes, proceed. ) I Length 22 QUu4Q'EQ9W LEu6n, 30 ft II �� I Diameter 3 in II II Pump/Siphon Specifications I Dosing and Pump Chamber II II Difference in Elevation Between Pumpp Shutoff I # Doses/Day 2.5 II and Uppermost Orifice IZ.t5 ft I Dose Quantity 4(9Z cal II 17-1 I chamber Capacity /700 cal II Uppermost Orifice is 9 higher, u lower I II II than Pump Shutoff I Check the following components if they drain II II Capacity ® Tot. Pres. Head 11Z. dmm I between doses: I� II Calculated Tot. Pres. Head 26. 9 TD{J ft II (Attach Pump Curve) I Laterals Manifold E Transport II i i DESIGN FORM - PAGE TWO ne�Ts.d 07/26/95 ' II DESIGN CHECKLISTS II Scaled Layout Sketch I Cross-Section Sketch II Scaled Plot Plan i I Reference depth from orig- II II Test.. hole locations I Drainfield orientation I final grade: II and layout I II I I Septic tank lid and Property lines II Trench/bed dimensions and I drainfield cover depth II II u Existing and proposed I critical distances within I II `J/0% wells within 100 ft I layout I Reference depth from orig- II of property lines I inal grade and restrictive II II IHU D-Box/"T-�/"L" locations I strata: II r , u Critical distance I measurements to cuts, I Septic tank/pump chamber I Laterals, trench/bed banks, surface water I location top and bottom II I r' II II u I I u Curtain drain collector Location and orientation I Observation port location I f� N/A of curtain drain and all i I LJ Sand augmentation absorption area II Cleanout location II components i Manifold placement I No external reference needed:11 Il IILJ Location and dimension I n I �i u Observation ports and II II of primary system and i Orifice placement cleanouts reserve area I Lateral placement, with I II 0 Buildings I distances to edge of bed I Additional mound information:'I III uUpslopeand downslope II Direction of slope Audible/visual alarm 11 indicator I referenced I fill width II I I rl Waterlines I Scale of drawing shown I u Settled cap depth at II II on scale bar I center and edge of bed 11 II Roads/easements/ I I n II driveways/parking I Additional Mo11 uad Information: I u Sidewall slope II I = I r, II Critical resource lands I LJ Endslope width i U Up/downslope bed elevat. II (if applicable) I n U Overall fill dimensions I co=leted Resource Lands and II II North arrow and scale of I I critical Areas Checklist II II drawing shown on bar II DESIGN APPROVAL II n The undersigned designer u does, &does not, waive the regirement to be notified by the installer of the installation and given 48 hours to perform a final inspection prior to II II cover. II The undersigned has reviewed and approved this design on behalf of Mason County of Health II II Services. n II II CAUTION: DESIGN APPROVAL IS VALID ONLY UNDER THE FOLLOWING CONDITIONS: II ✓ THE DESIGN IS STAMPED -APPROVED- SY MASON COUNTY DBPTARTMENT OF HEALTH SERVICES II THE ON-SITS SEWAGE PERMIT HAS NOT EXPIRED: EXPIRATION OF SAID PERMIT IS BASED ON II THE DATE OF INITIAL SITE INSPECTION, NOT ON THE DATE OF DESIGN APPROVAL II II �/ THE SYSTEM IS INSTALLED BY A CERTIFIED INSTALLER, UNLESS PRIOR AUTHORIZATION Is (� II OBTAINED FROM MASON COUNTY DEPARTMENT OF HEALTH SERVICES j INTRODUCTION This report details the results of an investigation and design for the wastewater treatment& disposal system for the proposed North Mason County Library, located in Belfair, Washington. The report was performed as a subconsultant to Donald Carlson Architects and was authorized by contract. The purpose of this report is to develop reliable estimates of wastewater flows and to establish a design for treatment and disposal in compliance with current Mason County codes and requirements. The project is located in the central business district of Belfair, at 23081 Highway 3 (SR-3). There is currently a library at this site. The project involves expanding the library to serve the growing population of the area. The adjacent parcel to the north of the site (formerly owned by Careen&Don Woods)has been purchased and is a part of the project. The site slopes to the west with approximately 20 feet of relief overall. Portions not otherwise covered by gravel parking or building are covered by forest and brush. A large wetland has been indentified and surveyed along the western edge of the property. WASTEWATER FLOWS Table 1 of Section 4.234 of the "Criteria for Sewage Works Design" prepared by the State of Washington Department of Ecology (DOE)provides a design basis for new sewage works. There is no listing for libraries. Other sources, such as the EPA 'Design Manual" and various local county guidelines were consulted but yielded no specific library listing. The closest approximate use is for theaters, where flows of 5 gpcpd(gallons per capita per day) can be expected. However, the nature of libraries is quite different from theaters, in so much as many patrons spend only a few minutes picking up or dropping of books. Estimates of the expected wastewater flows from the proposed library can be determined from the historical water usage at other similar facilities. The Washington State Department of Health " Design Standards for large onsite sewer systems" suggests a minimum of 3 comparable facilities be evaluated. We have obtained water use records for 3 libraries, and an estimate for a fourth, all located in western Washington State. Attached are miscellaneous correspondence documenting water uses and library demographics. We have tabulated the data for comparison. Table 1 includes statistics of meeting room facilities, patrons, building size, and employees for comparison. Since demographic information provided us came in several different forms, we found it necessary to estimate patron counts from circulation in some cases. Water use records have been selectively analyzed for winter periods only to delete otherwise erroneous anomalies reflected by summertime landscape irrigation water use. page 1 ■ The average daily water usages at each facility are: Library Average Water Use (gpd/patron) Aberdeen 0.47 Shelton 0.75 Parkland/Spanaway 0.37 South Hill (Pierce Co. # 1542) 0.50 Average 0.52 Maximum 0.75 As can be seen, there is a fairly consistent range of water consumption values at these facilities. Meeting facilities and staffing requirements appear to be relatively equivalent, and are included in the wastewater estimates. Therefore, a conventional approach is to equate design flows directly to patron count. The calculated consumption values can be equated to wastewater flow per projected patron for the purpose of design. It is expected the wastewater flows from the proposed library will be similar to these other libraries. Meeting activity is of particular interest in developing wastewater flows for this particular project. The referenced resource materials indicate that meetings facilities and auditoriums generate 5 gallons/occupant/day. By comparison to the average library flows, meeting flows are much higher. Although, as stated above, meeting activities are included in the wastewater estimates, potentially large wastewater flows from meetings should be addressed separately because monthly domestic water use records cannot reflect the sharp daily "spikes" or increases in flows from meetings. Meetings can occur periodically and inconsistently, and the disposal system must be adequate to handle these larger flows as well as the normal "backround" flows associated with normal library operations. From Table 1, the estimated patron county is 550 people per day. The estimated maximum meeting capacity is 150 people per day. Consequently, the project daily design flow is computed as follows: Library operations: 550 patrons/day x 0.75 gal/patron/day = 413 gpd Meetings 150 attendees/day x 5 gal/attendeeJday= 750 gpd Total Daily Wastewater Flow 1163 gpd page 2 ■ ON SITE SEWAGE DISPOSAL SYSTEM Regulatory jurisdiction over the sanitary system is controlled by the Mason County Department of Health Services, since the anticipated flows will be less than 3500 gpd. Rules and regulations for design, use and maintenance of on- site sewage disposal systems in the county is contained in Mason County Department of Health Services 'Design and Construction Standards", revised 3/2/95. The system will consist of a separate septic tank and pump chamber The pump chamber will be controlled by a clock activated dose timer(such as an Orenco Systems A-1 control panel)to limit hydraulic overloading of the drainfield soils. The pump chamber will be over-sized to provide extra reserve capacity so that periodic unanticipated flows which exceed the drainfield capacity can be metered out at acceptable flow rates over the ensuing several days. The effluent will be discharged to a pressure distribution drainfield which will maximize the drainfield efficiency by effectively distributing effluent to all portions of the drainfield uniformly Seplig Tan i The County Design and Construction Standards do not prescribe the size of septic tanks for commercial/institutional facilities. The Washington State Design Standards for Larger On Site Systems require the volume to be at least 1.5 times the daily design sewage flow. The tank must be divided into two compartments with two-thirds of the volume in the first compartment and the remaining one-third in the second compartment. The maximum allowable water depth is 6 feet and a minimum of 20 percent scum storage must be provided above the design liquid level. The resulting septic tank configuration is: Characteristics MinimumRequired- Aesi¢ Sewage Flow(gpd) 1,163 Septic tank capacity (gal) 1,745 2,000 A pre-manufactured tank will be used. A polyethylene screen assembly should be installed on the outlet piping from the tank in order to filter tank effluent. The opening size in the screen should be a maximum of 1/8 inches. page 3 ■ Dosing Pump & Chamber Design of the Dosing chamber and pressure distribution field will follow criteria established in the Washington State Department of Health " Guidelines for the use of Pressure Distribution Systems". For Silt loam to sandy loam soils, the guidelines recommend I to 2 doses per day. Using a single dose per day establishes the required size of the chamber. However, a dose timer will distribute those flows periodically throughout the course of the day. A 72" diameter manhole section will be provided as the dosing chamber. Normal depth within the chamber for 1163 gallons will be 5.5 feet. An extra 2.5 feet of reserve capacity( or 528 gallons) will be provided below the gravity inflow line from the septic tank, for unexpected fluctuations in wastewater flows. A total liquid depth of 8 feet ( 1691 gallons)will be provided. Drainfield & Site Soils The proposed drainfield location lies in the southwestern portion of the project. Several soil logs were dug within the proposed drainfield area and were reviewed by County Health Staff. The project's "Onsite Sewage System Site Evaluation and Disposal Permit" details the findings. The Soils are generally rated as class IV,with evidence of mottling appearing asshallow as 46 inches. Based on these findings, and application rate of 0.6 gpd/sf will be used. A standard pressure distribution drainfield trench will be used. The bottom width of the trench will be 3 feet. Dividing the estimated flow(1163 gpd) by the allowable application rate( 0.6 gpd/sf)yields the required effective drainfield area of (1,938 SF). Dividing the Drainfield area by the trench width yields 646 lineal feet of trench required. The drainfield trenches will be separated by 3 feet of undisturbed earth such that the laterals are placed 6 feet on center. The total primary drainfield area is 3,876 square feet. The reserve area will be 4700 square feet (over 100%)located east of the building. page 4 WASTEWATER FLOW DOCUMENTATION Page 5 ■ BUSH,ROED R IBTCFI NOS,INC ,oe 1b�re n lltillMri '9 S 291 CIM ENGDMERS R LAND SURVEYORS 2009 Mina Avenue Pin �. Se,"l, WA98102 wtaewlED er `+ wh 4-I-41. 323-41H Cam) a caxoer wn (206)323-7133•Fu va 40 n - y Ul n^ a e O 21 m 3 r, W N P o s i _e _. c _. 4.. ... 7\R' Deg `Cl ,1�' "M1s�' �•�:��4'S v ,{iv4'.}4� 19 � ��1� �'� ' � 1.War .4 r IT'S - �g P. _ w••A•89ZPAIR IIRRRRV l •2•tT.11lt IL�T t _ TO: VICTORIA RE)(PORD FROM: 1CIM SCMTZ Y C" RB: PROMCM USP OF MW BLIILDINO AT 118LPAIR FBBRUARY 27, 1996 To the best of my ability T have been tryhng to God tho statistics needed to determine pro)ected aveMe occOPAM of the libtuy. I think I can come up with a good projection of that Baum From this Projetxion I can mritdse that rarely will the peak use of the librery be more than the hKIM8(60 Vam) thna two because even when the meeting has a special event there will only be so much pe ld* This would sat be the cue for a dtiWreds program where ditm are often dropped off and no one parka. Dtuing the summer whim children come for summer radhtg Prooramuk the leak might be 150 once a week for six weeks for children and their drivers to be in thebuUding. The 1995 Timberland annual statistics and patron count in h'braries w&door counters: Patron Ckouladon Holdings Population Card Daily count holder patron Aberdeen 190.607 238.974 $6,137 16,700 15,6W 633 Centralia 224,125 301,904 80,349 12,730 18,796 744 Shelton no counter 355,437 77,119 7,555 17,439 $10 The Public Library Data Servlce,JAatlatirl Ranorts'94 lists the annual number of library visits (ntOu of individuals entering the hUM). South County 763 ;} LAWWY am 229,892 294.503 89,680 24,060 During the weeks of February 5 end 20 the Shelton library It`di �ff people in the being on building. One of those week was exceptionally busy Y winter break• The average for the two weeks was 53.8 people in the bunding-3 o ea the_82 people at i l a.m•the day tbllowiag the holiday. -IU lower daily average was highest was 69.7. "``-S �. ,.. ■ 111111 WINry 11 ' DONALD CARLSON AND ASSOCIATES ARCHITECTS .�n.tunaum =noran tm w mm wn-ml Mmh6.19% RECEIVED amwwmlwn as•n w m wt MAR 0 7 1996 mttrtww sm.NO 6 IlRpetl6S Irc Bulk Rad and lBndninp.Ioc. CYva awnem and Load Smveyas 2009 bfmw Avenge FAA .. . Sande.WA "102 .. ...... .... _ Re: nmbaWW North mum Library-Septic System Desip Dar 1lal,Plan rmd actoaed a copy of a Gx San Kiay Schilts and ow NOY• plem levier the comber we • aaaated. I fed these we somwbat consavadve and should be good mnm =9coed thalha60 WPtif- of me symm Lta me know K ym see aoy&io{awary toddL As ym probably know wo rystem w coon as ponhv*- • peak Use V d.;lt I 8 • AVOW pwmpaHoar Jo • Paum per Il bom day 5" Ca me if you have my gwmims or cammmn mpudit thm numbem shwerA* b[wk wkhw i i a: ,y Y .�p"at.'w �`�.��...w `.0 `�•s ..� x V � �.. s �_ `\ #. _ a ,x,,. s DONALD CARLSON AND ASSOCIATES ARCHITECTS ■r.naddwtttrm - naar.u.a m trnFUN March 8,1996 modem m at rm mutt m m 4mi rtL tr Kitty Schilu Timberland Region library Service Center 415 Airdusuisl Way S.W. Olympia,WA. 9W01 Re: Pahon Count North Mason Library .� Dear Kitty, We received a copy of the It= regarding the patron Count of the throe existing libraries. We reviewed - each and decided to use the Shelton Library as the basis for the necessary septic calculadons.Slace the - average fiigurc of 53.8 was calculated during a holiday period we assumed an average of 50 would be a more accurate count for normal day to day operations and a peak of 80. This translates into a daily use court of 550 during We 11 hour period the library is open. Thank you for the research e(t'ors. These figures will be forwarded b the civil engineer for his use in determining the size of the drain field. Please don't hesitate to tali if you have any comm mts or questions regarding this. Sincerely. Dar Carlson . . - pc: Victoria Rexford,Librarian Hal Hagemar,Bash Reed Hitehings RECEIVED gIISN.BUD t NIVIN88 INC_ __. _._ _,.__.. . ._. . . _ _ °:kit.• DWU CFRLSON B FWM. Fax 206--M-4661 Mar 27 13:48 IFAXlow" 09P 2w M~oraaoM#Wk cis W COW arwar 70: W HAVenson FROM: Msrk VAV=w Don Caltson S AWOCIW es, Ardtrlsofs 105 PONAiley seam, WasMrgron 98101 IM10/N 11$� Photo Toe!441-9008 �cm FaX MOM M 1 RMWAP CR: ® UqMn ❑ Furyawrovbw ❑ Rq*AMP ❑ PNancommwK I just received d+ws 11gures from Pleroe County. These two ubrarles Parkland/Spanaway and South MI,B rm not mkstakan seem to reinforos our Ugures. The South MI Ubrary is a 20,000 S.F.building with a peak patronage (during mestings)of 125- 160. The mgting room is used on an avenge of once awry day. They have a staff of 27 athough only a fraction of thow are there at one$me. (Part time and swllched from one W to another. ) So I dwA have a good count of employess. Also,this library has a higher than avg. we. There circulation is 781 AW per year on. The Parklandl Spanaway Circulation 898,000 yr. Stab 14 100.120 peak patrons 16,000 S.F.buildng Note almohed water usage. DMU OVUM 8 MMC. , - Fax 2 -728- I ., Mar 12 15.25 FAXi DWe vWzW ,w,nbe,warose hatrdYn�ah..r TO: Ha►1•fagenson FROM. Mark Wprirow Don Carlton 3 Aseod&NM 11125 Post AMW sOMM, wash&Wfan aelol Prone Fax Phone 925-4144 MOOM 2W"I-S B8 cc: Fier MWIW 20 1 REMAMM ® UVOK ❑ Forynurrevhw ❑ RWIYASAP ❑ PNsoaCommsnt Nat. please note the following water flows. There was no Meting for the month of March. These are from Sheldon Pubic Ubrwy which N the one we are using as a model. Winter Avg. 2466 ou t April 1233 January 1440 May 1510 February 1120 June 5180 July 5670 August 7490 Sept 11740 Oct. 960 Nov. 0880 Dec. 1920 Y " Fax 2O6-729-4 l e '2�J6�9 �:14 P.2 Gq L" m ASSOC. _M.20 096 filmm rr j HEED LIEF 3EL7oN 4W '� btMtab 20.1996 1Q xkwsck tx•-tsH PROA(: Cbdsft Pbd.-AP wK. wasrlteplbri.beedsoMmy I win b Adma Amdem am wAa the cloy d Absdrmt WW CMQGW SRTlW vopmmopoc HmwldtattMAb dMLMYdMMbmvamwrrarmCW=d&d6o Clldm mmmomidermermasL CIS blmmbl Poo0tRa6meeebimm1flmYtobidesomberdibaodialiftwo Mir• W*b w malismditWloUm& He'd b MPpy a mdb a ms7ms abemr dde aelL.mlm Plc m bm wacbed at(3M')s33-�ttaD ma223. iaa1.:�p,��,a3,... .... - .� - �� .. •L-�.o.I�ST" �-- vec:. ,Y � qy DONALD CARLSON B ASSOC. Fax 206-728-4661 Mar 27 13:48 . MDR-27-19% 19140 PIERCIEe CNTY LIB DIST 2g6 537 4EW P.MIAM3 - ' . SYSTEM P O=COUr=LZIMU 8Y MANSION 3005 - 132th St X PROGRAM Tacoma, WA 99446 TRANSMITTAL (206) 536-M FA7GI CM)$37-4600 To: M4 eK wi r y,eo w Date: 3-2.7-9L 1:w1c 72f- Vibe/ proj00C oA.ne.. Kl- 3sfeG PtOJ.IF AM. Ra INarer We an wafts 3 pates (includes this one) hr your: Apprwa] Review & Commemt ��Use At Wo Aegon Roquind: As indicated _�None For si=aature A Rotas 14 y 1 14Y ra i. ,J. Remarka _ San.�TS- r �'9. 09� 9R1-C.rrt.a� Sim_ Na.o .'f3' 3`j„ b�� c�i-�-ai v..&t.iL- COW 1 .z _ _ l WI m DQ*D CiItL" B HSMC. Fax 2%-728-4661 Mar 27 13:48 PiOF-27-1996 19841 PIFACE CNW LIB MST' '46M P•OW&VO 1 . Water Consumption Pierce County Library 1542 ver Gamm " ,lo . O„ a" a WON 4.= 9.900 ON 0 11�210 4 OM 42,410 16AIS Mwe 4M 91f.9/0 9,MO 740 USS yM M9.M0 6,M 1,w6 19JM OMAN DAN 797 IA" low 9M.1= 6040 9,091 19.N4 Of94 997,990 112 MO DIPO 17.077 3.710 4/04 OM.710 9.110 wr M aft 674.w0 4.720 law 9w,w0 5.250 am IA41 6 M 0191M M130 96.677 16.182 7IM w9.9w 79 w0 HM 9w.140 M3 ;1N am �'� 7,220 w9 2.149 wo wow 7.900 11M w1,910 42,900 5.703 1Q,019 wn 47CM 90.120 ti M 28.40 TM 359" 34MO 440 1 795 '� 9Aa 949.00 9.m. 9w Ion 0 -a4awd as 7 days a anak FV MMM ILL Y - 9 DMILD 044-SON 8 ASSOC. Fax : 206-728-4661 Mar 27 13:48 WIC-27-096 10:41 PIERCE CN Y LIB DIST ' 206 537 46M P•003'0B3 .` Gallons Per Day (6 days/week) FD- 0 i 0 ! cr 0 iN t ( � (D �• e TOT1a_ P.m Drainfield and Pump Design The pressure distribution system is designed according to "guidelines for the use of Pressure Distribution Systems", published by the Water Supply and Waste Section of the Washington State Department of Social and Health Services;September 1984, and hereinafter referred to as "PDS Guidelines". The accompanying table is a compilation of design parameters and variables as set forth in the state guidelines. /C-Wumn l of the table represents the numerical designation of the lateral as shown on the /en eering plan. Cam represents the elevation of the lateral, based on the topographical figure attached (taken from the project survey) and accounting for the depth of cover as shown on the typical trench section of the engineering plans. Column 3 represents the residual head (measured in feet) at the distal end of the specific lateral. This value is suggested to be 2 feet in the literature. We have used 3 feet to provide an additional safety factor and assure adequate pressure. Column 4 represents the length of the manifold to the lateral. / Column 5, Manifold Head Loss estimate bbb Assume total manifold headloss = 0.1 x resdival pressure head(PDS Guideline, pg. 15) = 0.1x3 ft. = 0.3ft Check: / Orifice flow per column 12= I I2gpm 3" diam. pvc (c=150) @ 112gpm, vel= 5fps, head loss(HL) =2.47100' per nomograph Therefore, total manifold HL= 2.4/100 x 1021f=2.4 feet Sinc this value is approximately 10 times greater than the original value, use manifold total head loss=2.4 feet � mc Given 15 laterals, manifold HL per segment =2.4/14 = 0.17 feet per segment 1 mn r\psse, s the die regce baegween the lateral elevations given in column 2 Zolumn 7 represents the head for the given lateral residual head @ distal end (column 3)+elevation head (column 6) - manifold head loss (column 5) page 8 ppfRETIHW Ipt llfltlwgol-1O1o111'�oeip'an.�lOIPd115921#i6ISu51 NRIdpM� G v� 26�y �3 Z - P � �� Fl tC In N cr- <37 O J O p 0 0 6 O O J O 6 6 4 x� fi d I Ul N O Sail — cP c l N N I\ S _ I mi I Ln Li to u-) J �9 �9� sLri 6,- A� 4 � i y ,, > s N c Ic 1 cn Ln In in In r co co CO ' � ✓ ti ' J J L6 ltl ltl. 7' �ln O 1n Q h 4 In O In O ,o O �J\ s C.S\- .s �l 6' tJ lSl W O c� J O p- CO C C .9 lfl In d' ct" r� �6d In o ll O lr) O I-n 00 s arz o9 CSC CO &I Q0 Q cp Q3 c5' ts-- b= - - > i w�sl S sIQ '557 -,W 3,tlO5 31tl0 A803NO3HO Ye3.S£iP£Z£(9oZ) Hug YVTY£Z£(9oZ)B 031f1OltlO •�� ° b-Z - 31tl0 ' Jseg MUOAV AOMK 60OZ ✓ 30 ON 133HS sxo.IaAdflS QNv-1 V MWOKH"HAD aor •:)M`SDNHCUu;V a3011'xsng f'a represents the individual discharge for a 3/I6"orifice in gpm at a given lateral. �yalculate the individual orifice discharge based on lateral head as given in column 7 using: �Q= 11.79 d Z h"Z h=head in feet d = orifice diameter in inches(3/16") Q=flow in gpm represents the length of the lateral from plan view w/C lump 9 Column 10, orifice spacing: Design the bottom lateral diameter and orifice spacing using PDS guide appendix 1. Assume maximum length of lateral and minimum orifice spacing determines lateral pipe diameter, so that lateral pipe diameter will be consistent throughout. From appendix , 1-1/4""diameter lateral, schedule 40 pvc, with 3/16" diameter orifice and 3' orifice spacelds maximum allowable lateral length of 60 feet. Since max. design length is 56 feet. OK Minimum required orifice spacing=3.0 feet Maximum orifice spacing= 6.0 feet or d= orifice diameter=3/16 in. D=lateral diameter= 1-1/4" in. Y=orifice spacing=6.0 ft.max, 3.0 ft min.r/ L=max. allowable lateral length=60 ft. Column 11 number of orifice per lateral. / lumn 12= lateral length(column 9)/orifice spacing (column 10) Co : Total lateral discharge(in gpm) =discharge per orifice(in gpm) (column 8) x number of orifice per lateral ( column 11) Column 13: Lateral discharge per lineal foot of lateral (in gpm/if) = Total lateral discharge (column 12)/lateral length(column 9) Complete table beginning at lateral 2 using iterative trial and error process . Begin at column 8 and vary orifice spacing(column 10)to achieve targeted lateral discharge (column 13) within 15% maximum deviation. page 9 Manifold Design Per PDG guide pg. 14, step a-6, the stated intent is to design the manifold so that variation in orifice discharge rates(per If) does not vary more than 15%. As seen from column 13, values vary less than 15% Max value=0.189 gpm/if CZ min. value=0.160 gpm/if (0.189x .15) - 0.189 = 0.160 OK check: table 1, PDS guide pg. 13, total manifold flow= 112 gpm, diam. = 3", lateral spacing= 6' max. lateral =6' (assumed to be defined as 6' of manifold between laterals). OK Design of Pressurization System Per PDS guide pg. 18 CA Determine Dose Volume / Per table H -recommended dosing frequency for saraly loam= 1 to dose per day Ave. Daily Flow/2 = 1163gpm/2 = 581 gpm C.2 Determine total orifice discharge from column 12 table(112gpm) C-3 Calculate Total Friction Loss Controlling friction loss will be taken at distal end of last lateral From nomograph(attached) Transport pipe HL Q= 112gpm D=diameter= 3" straight run length= 22' equivalent length for 90 degree bend= 8.5 ' C— length=30' C 150 VC) HL 8'/1000'x 30' =0.84' page 10 Manifold pipe HL per PDS guide pg. 20, assume 1/3 of total HL applies Q= 112gpm / D= 3" diameter L= 102' C= 150 (PVC) HL= 28'11000' x 102' x 1/3 = 0.95' Lateral Pipe HL Given max. HL will occur at t run , length= 56' equivalent length, globe v ve= 29' L =total length =85' +� D = 1" diameter- -� C= 150 (PVC) Q = 10 gpm(per column 12) HL= 10.46 x L x O'.8s C1.85 x D 4.87 HL= 10.46 x 85 x 10 'es = 5.93' 150l85 x 0.87 Therefore, Total Pipe HL= Transport HL+Manifold HL+lateral HL = 0.84 + 0.95 + 5.93 = 7.72 ft. CA Calculate Total Elevation Lift. Z = lift=highest orifice elev. - pump off elev. = 191.0 - 178.2 = 12.8' C.5 Total Dynamic Head (TDH) TDH =Residual Pressure+Pipe HL+Lift + *Pump Station Losses = 3' + 7.72' + 12.8' + 5 ' = 28.5' * recommended per manufacturer and standard practice for pump station design C.6 Pump Selection Use Orenco PSE 150 or equivalent sewage pump to yeild 112gpm @ 28.5 ft. TDH 115/230 volt, Single Phase See attached Pump Curve page 11 C.7 Pump Cycle Normal volume in 72" manhole @ 5.5' depth= 1163 gallons Min. Dose Volume= 462 gallons(step C.1) Min. Dose time=462 gallons/ 112 gpm=4.5 minutes Dose cycle should coincide with operational hours of library. Therefore, recommend 1 dose every 8 hours. Total dose per day= 3 x 462 = 1386 gpd which is roughly equivalent to ADF of 1163 gpd. END Page 12 I �51 �kj rsr lye. ,�rarb9r�i - , ��b9nd9�rr�aLb'�ra ��i 1VjF1;ra "LA �'j5r°�3!j/;I�Vj' ��t.vi,i ■ irt,"��r�■�'1rP;�}i�l��r� r,.`�Irr/ ..::+r� I Iir�/'!1'i � .fF�L I;'!I■ i'�I�PtFI/W/ IS"�1PIrIr I f e:ir�� 'rr as"�rr3'd, f�If!/ =��'� '1■ I�aSii�l�°d'i`1 �1� , ��/ >�': �1 � �i'r�"l�f� �+� ' 4/■ t�i�CYI" R/�iSffi�O' ■ /r�ra LI".�1�1r l47�,rai anus �s :arl r/ 9�� ,an/ ,rurc� 1,3-PAIMAl`xAF t,rR/761A9I :aaI �r a �srr aa,..�? rs na ti�cVnAriA� !n9/1C `� ' ra�e�: , a�i,vr rr�A�lg7 3/ AIIWMFAIwlyua■&Irr. ramr .Il"- d ■s/s�a�.nr �,. 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' �_�;_._�-.iy'nti..v..l.w. � 1 .1_�._..i-.._•L__.r•W,�nnn•..__-1-_.i—...�._.�.._p y. _.•'_•win�...,x.._ —.+Mj.--i--_Y A_...y.r.. � � "p ...i .—L...,•n:.....,_.I...- ._� .._...i._.._y'.._.�,n-,..al...._..... q....._.�:.__...�i_.�_-1.. i 1 • ; • - y....iu...'.•.n._mil.._..._•__.� • ! a.l.... ._...� ..'n—....1...._-•J__•.:1,_.nN.'-n. .i-. : r I j • � ! 1 � I i � 1 : ! i ! I ! i ... �' __r—nn_rvny'u•.•J..-_.1___..}--M..•,.•x.;.w nr.l.—_r � --i-..—.p,n—..1.._.•i••—x�_•f•••_�._._--,•x"u—+--rL—� _�._... _ 1 1 ,-�' i.-.. --.,.i-i._-t-':_.-5...�_i__L-_.,.�_._.i_- ..•..'F'��.-yl...- .z_..i.•._n_L_ i._-• -:-•p--�:..•....i._._ _-.i_--Tom..-i...,- j , 1 9£:07 96, 9Z 6 44 800i800-d 8£S-1 6zS-d 'H-8'H ssir zs9ez DOU GI " 9 ASSOC. - Fax' 2D6=72 -6 Wl .,� . hkx 12 15a26 L i f FAX LDim M-yW ee 1 TO: M"ice om Owfta& f825PbstAhey 8sat8e, WlwiOn 08101 HIone Fix/fiats . M-4144 PjWw 208 4414M OC: �t 20Q 1 RguAim. ® uvwM p For yourrovisw C7PaPYA&W C] Phw&Gamment Mal. Please note the following water lbws. Th"was no f ong forthe month of AWCh. These are from Sheldon Public Library which is the one we are using as a model. Wittier Avg. 248d Cu & April 1233 January 1440 May 1510 February 1120 June 6190 August 7490 30 = ??1�3 �' 3o X 9oG . Sept. 11 740 oa. 960 Nov. 6890 V/30 Use, 1920 9£:0T 96, 9Z am 800/GW-d 8£S-1 EZS-d 'H-8'El S£TL£Z£902 09-14 MSON 6 ASSOC. 7�e-46f,1 �. ,� 2939 p.2 Fox : 206- MiiR.20 P96 6=N2PM W" REO LI SHELTM WA '� M ncb 2% 1996 in ltl�q�llca-SA tOMC- C ePdd.-A1x im wwrumvirhbp Aw9LAmY. E f wpob 1p Ado Aadsa as v4ftticRSW of AbMbw*s WeNrC7OMW GK"00 pepMeoasalt 11CsNdtst�sAti01d0eeL�rdoeseOcLur09w00nr10e1oradddYpthC C!y doa aots�oefenr�a�x��- Hoaaver.bedldsgr�litoMCw marodwowon&toaboutlowa"leetparMoo Mpealbtro .Laa�lond�e.ua6woe,tetsa�►ato9a.ne ZS�G3 � HaW bo�a�a.ayaae.eont+43a a� Z�ie a.a ba naiad at t�ss3-�tao . cst22& is 5£*0T 96, 9? 2 W 900/900-d SM-1 6M-4 -H'd'El S£SL£Z£90Z �" J DONALD CARLSON AND ASSOCIATES ARCH. IT. ECTS mn-uN Mmd►6,1996 RECEIVED tw�sctrrnwi . MAa o r nss ease, aoEn a HIMUNGs Ir c.llsl Hagamoa sash.Road aad F oftgs,Im cWu aodl.raasarv"W 2009 Wmor Mom Fast Scs"WA 99102 I(a Mmberland Nomb Masan Library-septic Syarem L>eaigu tzar list. Plann W enclosed.copy of a fax Pwm Kitty SdMhz sad our reply. Please review the numbers we genetated. I feel these me somewhat wma+Ative sad sboold be good numbea b ase ion AEhq the Septic. s gam Let ma know if you sae anything contrary to rids. As you Fab.@*know we peed the men of dte symm as won as poedble. • Average pmroas per Haut so • patim per 11 boar day 550 L Can me 9 you have any questims or commma regarding dw"attmhas. sincerely Mark wilhraw i K:OS 96, 9? 2W 800/£00-d 8£S-1 6ZS-d •H-8'H S£SL£2£ DONALD CARLSON . AND ASSOCIATES I ARCHITECTS atananAulaml Imtutam j Aaq(aalarnA nI1F1111 Much 8.1996 Ip[nallta Nl]Nt atal111E Alf ILNtl AFICHOMMUM Schdhs Timberland Region Ubrary Savic¢Cener..415 Airdusiria►Way S.W. Olympia,WA. M01 Re. Patron Count North Mason Library Dear Siuy. We meeived a Copy,of the lew mgarding the patron count of the throe existiull libraries. We revlew inch and decided to use the Shelton Library as the basis for the memory septic calculations.Since the alraaaw liguro of 33.8 was calculated dudug a bdW Per 7lmills iateas�iauo daily use /;e SOV J l mom accamw emu for nomlal day to day operate count of 530 during the 11 hour period the library is open. `)J Thank you for the rMarch ciforts. These figures will be fornarded to the civil engineer for his use in determining the size of the drain field. please don't heshate to call if you have any comments or questions regarding this. �1Sinemly, bon Carlson pe; Victoria Rexford;Librarian Hal Hagmson,Bush Rood Hitchinp R�CErv�o WAR 12 i9W . ggSN.ROM r N11CN►M6S iM(r V£'01 96, 9Z 8bu 800/V00-d 8£S-1 6ZS-d 'H'd'El S£iL£Z£90Z t .. Bz.ar.issa ' r A BELFRIR IIBRRRV _ TO: VICMN A MMIOM FROM: KITTY MMIZ< IM PROJBCM USE OF NnWW BMDINO AT I1Fd.I+AIK MMRUARY 27, 1996 To the bet ofmy abi ty I have been uying to lied the statistics needed to determine projected avetaae occupancy of the Mrary. I think I can Dome up with a good projaotion of that figure. Norm this projeetbnl an tau olm that to *will the peak use oftbo library be nwm than the paridrtg(60 spaces) times two because even when the meeting has a spwW event thin will only be so 1n A parking. This would not be the Case for a dqH m%program where dn'ldran sre often dropped off and no one parks. Duma the xuntner what dtHdron oome fbr s mwW reading programs, the peak might be 150 once a week for ebr weeks fbr children and theft driven to be in tho building. The 1995 Timbaland annual atatiatica and patron count in brarles w&door counters: patron Circulation Hold'atgs Population Card Daily coder holder paum Aburdeen 190.607 258,974 86,137 16,700 . 15,666 633 Cfttfda 224,125 301,904 $00349 120730 1s,796 744 `Shelton no counter 355,437 770119 70555 17,439 510 Tho Public Library Data Setvk A Se d.tleal lteo= No the annual number of library visits (nudlber of individuals entering the Wary). South County 24,060 763 Limey( 294,503 89,680 the oaks of ycbnmry 5 and 20 the Sbdton Hbnuy staff did counts ofpeople in the One of those week was arceptloasfly buoy due to a holiday and the oldldron being on winter break The average fbe the two weeks+Has 53.8 people in the bundle$. The peek was 82 po0pho at 11 am the day fbhlowmg the holiday, 11*lowest daily average was 39.7 and the highest was 69.7. ££:01 %. 9Z 8 W E Z00-d E3£S-1 6ZS-d 'H'd'El S£SL£Z£90Z 2053237 F-063 T-725 P-004 PPR 09 196 17:28 135 H.R.H. y�:— ' : .1.M1 .:.:., .. .•�`��..•.. .\\ '� � Vie. � �. .; M1" +.: .. +1.•�`��.:-:': {( � �\ ' jam\ _ � ♦ l.: .: •�: 1 '... `..�. ';r'+^..:. .\� .. d.r• f �,(�(l.•(fey -,'(�'�^•s' ^�5.. �t: IL •�Y,"^M1.' .�V.!'� "` y'` •: ... ♦ '. '.:,.�+�.y.�.�r. .• •A`. y '•:Y ,. .wl-' , fij` • ,•l�.v..:1 LJ.^'•��,.��R !, ��+fl-• f \/J� TA 1 �k t t�r � ♦ � 'TT 'L,Y,,, I O. s Pip vw I • � 0 IL .. t 29 is tat BZ,LS %. 60 21dF1 £06-d SZL-1 £96-d ON-SITE SEWAGE INSTALLATION FINAL INSPECTION 7 77 DATE CALLED IN: Tam INSTALLER: APPLICANVOWNER:—� CALLER. PHONE#OF CALLER: SWG#: c� PARCEL NUMBER: SUBDRUSION: Div: Lot. SYSTEM TYPE(CHECK ONE): PRESSURE GRAVITY INSPECTION SCHEDULE(CHECK ONE): APPOINTMENT PLUG IN AS-BUILT ON-SITE(CHECK ONE): Ll y No STAFF INITIALS: APPOINTMENT r AS or SY NAZO 1p- COMMENTS. 121610? 0tv by Al'T Cale A�M At iatuo 64 Sk MIT ASS "Mm, ON-SITE SEWAGE INSTALLATION STAFF INSPECTION REPORT Yes No Comments I. SEFnC TANK A) >5 ft.from foundation? B) >50 ft from wells and surface water? C) Bldg stub-out to septic tank:clean-out if not 1-2v/v? D) Baffles intact and clean? E) Dividing wall intact? _ F) Risers installed for access? _ U. D-Box Leveled with water and/or speed leveler(circle)? III. DRAIEWDr D A) >10 ft from foundation and>5 ft from perceived properly lines? B) >100 ft from wells and surface water? C) >10 ft from potable water lines? , D) Laterals level to±1 inch&end caps present if not looped? E) Gmvelless chambers utilized? F) System dimensions the same as shown on the design? G) Gravel clean,properly sized,and proper depth? H) PREssuRE SYsrmim 1) Sand quality ASTM C-33? 2) Head height uniform and z24 inches? 3) Clean-outs and observation ports present? — 4) Mound: Side Slope 3:1? 5) Owner informed electrical connections must be made _ by owner or licensed electrician and inspected byL&1? IV. PE2"/PUW CBnmmER A) Screen basket or effluent filter(circle one)installed? elk TA!NL ) Riser installed for access? C /� C Alarm installed? D) Pump on timer or demand(circle)? bl l V. As-BUILTREQUmm? golMiir N VL OTIUM C0hMffMW0BSFRVAT10M C ' NIALAr SLOW The undersigned has reviewed this installation and verifies these findings on behalf of MM ounty Department of Health Services. S[nitanan C:\fyFi1=Td stcheckwpd A Revised 9/261" AS-BWU FORM w"W-SatJ I-AGO)CY Revised&28/97 Applicant's Name -r(0A15C,4,Q4— L-f 8WOLL4 Assessor's Parcel No. PermitNumber EW& 91 Subdivision Aw" Installer's Name Designer's Name r7M77=- ".0 AM M IUM EE NIA Yes Prior to Completion I SEFUC TANK >5 ft.From foundation? B11 stub-out to septic tank,clean-out if not l-2Ve? Baffles intact and clean? Dividing wall intact? >50 ft from wells and surface water? Risers installed for access? I D-Box Leveled with water and/or speed leveler(circle)? Ill. DRAWFIRM EJ* >10 ft from foundation and>5 ft from property lines? * >100 ft from wells and surface water? * >10 ft from potable water lines? * Laterals level to±I inch&end caps present if not looped? Gravelless chambers utilized? F System dimensions the same as shown on the design? Gravel clean,properly sized,and proper depth? PRESSURE SYSTEMS I Sand ualityASTMC-33? 2 Head=uniform and k24 inches? Actual head height, 33 3 Clean-outs and observation ports present? 4 Mound: Side Slope 30 5 Owner informed electrical connections must be made by owner or licensed electrician and inspected by L&I? IV. P[nvm/Prms AI P Pump model SC- 15-0 B Screcn circle one)i C Riser installed or access ' A Alarm installed? E) Pump gallons minute 3 F Pump on time?: Timer On L Timer Off 1) If timer.RclfroOm CI ............... ........... ... .. ........ .......... CHECKLIST ❑ Drauffield&manifold orientation TOY LAIC- I D/P 4-4V 0,r 4S W-"'-CAS'-'%C'EP3 &layout 31 El Traich/W dirm==and mtuW distanon wAm layout 37 Q Seocipurop tank placement V 37. 5 ❑ Location of buil&w. 1+3. Ti- ❑ Obwrvaltoa poit&cleanout location. ❑ Location of wells&rroaW&S. B if S.W- ❑ q Undisturbed native sail between I trenchm .3-7 LI NoM arrow 37,5- 37--T' DEC 0 8 W CO) I-PUIT ASSISTANCE CFWITC- CAUTM.Mbar adjustmems to septic tank location mddrai Ld orismadon made ja&)7eld by the installer am gaway,aocoptabk to both the department and the d btu�, M, a - khe health '&� ="' *dW "'%Z laal:Aecit mthe sUyvst�*7vfa;milidfybiUZytodombIgotArthT�ap=P4nei=be shown above. A= rh,�dadgar 9M. g ,y d,*W I= om the Wiegnnth ... ....... ............. .......... ........ Installer, Check a box from Row"A7 and"B7,sign and date the certification A. installed the deviations g=��nth - I=4gLall d the stamped design stamped" by e; from above.from desiJ by 'hot' E] CD design R E) I certify t*I contacted the designer and left the system W� . -prior to final cover because the I dill not contact the pier pen W inspection up to 48 his Prior to cover.' designer waived the 9:Wcffa&requirement I further certify that all information continued on this form is accurate. I understand if lion :Xtion contained herein is not accurate,tfiere will be just cause for immediate suspension of my installer certification. �& , 5 0 7 - MMI ILO The undersigned approves this installation on behalf of Mason County De" th Services. "-- A W&V 7