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HomeMy WebLinkAboutSEP2015-00020 Jefferson County Department of Community Development 621 Sheridan St., Port Townsend WA 98368, (360)379-4450 SEPTIC PERMIT APPLICATION PROPERTY OWNER PUD#1 of Jefferson County MAILING ADDRESS 310 Four Corners Road Port Townsend,WA 98368 %7 PHONE (360)302-0467(Bob Phillips) 24 SYSTEM DESIGNER: Michael S. Deeney Designer Phone#: ( 800 ) 395-7296 LEGAL DESCRIPTION: Section 33 Township 30 Range 1W PARCEL#001333037 Subdivision Name Division Block Lot(s) Site address/Directions to site 310 Four Corners Rd., Port Townsend SOURCE OF SEWAGE/USE TYPE OF WORK WATER SOURCE Residential New Tanks(s)only Private Residential ADU Modification Public X Commercial X Expansion X Community Upgrade Repair SITE SIZE 21.0 acres SYSTEM TYPE Partial Repair-(tank) (drainfield) Previous Evaluation Conventional Designate Reserve Area Yes#tech review Alternative X Redesign No SYSTEM DETAILS Gallons/day-908-cam; 650 qpd w erase - Soil type 1 (attach soil eval.) Application Rate 1.0 gal./sq.ft./day Bed Length 72.25 ft. Bed Width 9 ft. Drainfield Depth varies 68"to 75" in. Septic Tank size 2,000+ 1,000 gal. Pump Chamber size 2,000 gal. TYPE OF SYSTEM Pressurized Distribution Sand-Lined Drainfield Bed By signing the application form, the applicant/owner attests that the information provided herein is true and correct to the best of their knowledge. Any material falsehood or any omission of a material fact made by the applicant/owner with respect to this application packet may result in this permit being null and void. I further agree to save, indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees, representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application that he or she requires prior notice. Inspections shall occur during regular business hours. Initial here if you require notification before entry . Appeal — A person aggrieved of a decision of the Health Officer may appeal. Appeals shall be submitted to the Health Division in writing within fifteen days after receiving written notice of the decision. DISCLAIMER-This application is for an on-site sewage system that meets the state and county standards in effect on the date of application. This application for an onsite sewage system DOES NOT assure you of any er County approvals. For example, it DOES NOT GUARANTEE that you w' later obtain per ssi n to build a permanent residence or other structure on this parcel. Any fut -• 'cation wai'e se arately judged by the rules and laws in effect at that time. I /50 / Pro rty Owner Signature Date FOR OFFICE USE ONLY et PARTIAL/f(, A VA/ ASBUILT.1 / / FINA0"" _ icq16 APPRO 0//01/i`j ( i INSP/PUMP TEST b d v %qftç- Date ALL H'OLLD REQ. MET �� 4Lsears 7 4Z 7 OD Rec# I ��JL) d Check# JO7 3-9 I"Case#SEP 15 000 C:\Data\Wpw\County 8 State Forms\Jefferson\Septic Permit Forms\PUD JC,001333037,Four Corners Station,Septic Permit Application.wpd „¢�� co, � JEFFERSON COUNTY PUBLIC HEALTH 615 Sheridan Street•Port Townsend•Washington •98368 www.jefferson countyp ub lichealth.o rg ~none 3bU-38b-9444 rax ibU-3/9-4431 ON-SITE SEWAGE DISPOSAL PERMIT PERMIT #: SEP15-00020 Date Received: 02/24/15 Date Issued: 03/26/15 SITE ADDRESS: 310 FOUR CORNERS RD Date Expires: 03/26/18 APPLICANT: JEFFERSON COUNTY PUD#1 PHONE: 310 4 CORNERS RD PORT TOWNSEND WA 98368-9368 LEGAL DESCRIPTION: S33 T30 R1W NESW(LS N/HWY&E255'S/HWY)LS PTN TX 2,3,18,26 PARCEL#: 001333037 Section: 33 Township: 30N Range: 1W DESIGNER: MIKE DEENEY PHONE: (800)395-7296 CREATIVE DESIGN SOLUTIONS PO BOX 2787 PORT ANGELES WA 98362 SYSTEM DESCRIPTION: SAND LINED BED No. of Gallons per Day: 650 Type of work: EXP Drainfield Trench Septic Tank Length: 72 feet Width: 9 feet Depth: 75 inches Size: 3,000 gallons DISCLAIMER-This approval is for an on-site sewage system that meets the state and county standards in effect on the date of application. This approval for an on-site sewage system DOES NOT assure you of any other County approvals. For example, it DOES NOT GUARANTEE that you will later obtain permission to build a permanent residence or other structure on this parcel. Any future application will be separately judged by the rules and laws in effect at that time. All construction and development activities must comply with all permit conditions,state and local codes, and Recommended Standards and Guidance documents in effect when the permit is issued. The property owner is responsible for the accurate location of all property lines.Any removal of or major disturbance of soil in the primary or reserve drainfield area may create site conditions that are unacceptable for the installation of a sewage disposal system. Any change in drainfield or tank location may invalidate this permit unless prior approval is obtained from the Jefferson County Environmental Health Division. If during excavation or development of the site an area of potential archeological significance is uncovered, all activity in the immediate area shall be halted,and the UDC Administrator shall be notified at once. Permit issued to CONSTRUCT, ALTER, REPAIR OR MODIFY AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM IN JEFFERSON COUNTY, WASHINGTON This permit is issued for a period of three years (unless otherwise stated above) in accordance with Jefferson County Rules and Regulations for On-Site Sewage Systems, codified in JCC 8.15 as amended. This permit may not be renewed. // Jefferson County Envir mental Health Specialist This permit with conditions must be onsite during all phases of construction HEALTH DEPARTMENT MUST BE CONTACTED FOR FINAL INSPECTION. SPECIAL CONDITIONS APPLY - SEE ADDITIONAL PAGES CONDITIONS OF APPROVAL- PERMIT NO.: SEP15-00020 1.) The existing water lines and sprinkler lines must be located prior to construction. Water/sprinkler lines to be removed or relocated if possible. Unavoidable crossings shall be constructed as per design. 2.) BED TO BE EXCAVATED TO 78" DEPTH AND THEN BACKFILLED WITH ASTM 33 TYPE SAND TO 24" AND UP SIDE WALLS AS PER DESIGN. 3.) H - Permanent barriers are required along/around primary and reserve drainfield areas to protect from parking, driving, and other land disturbing activities prior to final. 4.) Approval/issuance of a sewage disposal permit or installation of a septic system does not guarantee the approval of other development or a building permit on this site. Future buildings that require connection to an on-site sewage system (OSS) shall only be approved if the OSS meets the current standards and codes in effect at the time of the building application. 5.) This onsite sewage system is designed for domestic strength wastewater only. Disposal of any other waste strength is considered a violation of this permit. 6.) H - Existing tank shall be properly abandoned. It shall be pumped and filled with clean fill. Documentation to be provided to Health Dept. prior to final. 7.) Any portion of transport line under a driven way is to be sleeved/cased or equivalent. 8.) Approval of this permit does not assure the existing septic system has capacity for all uses allowed by current code. 9.) Designer must be contacted prior to start of construction and for inspections during installation. DESIGNER IS REQUIRED TO DO A PRECOVER INSPECTION ON ALL TYPES OF SYSTEMS. 10.) Notification of the start of construction shall be faxed or emailed to Jefferson County Public Health ONE WORKING DAY prior to start. 11.) H -An asbuilt drawing and certification of completion by the designer is required prior to final approval. 12.) Before final approval is given, the designer shall provide an operations and maintenance manual to the property owner and the Health Department. The manual must instruct the owner of the on site sewage system on the ways to properly operate and maintain all components of the system. 13.) H - AS PER WAC 246-272AAND JEFFERSON COUNTY CODE 8.15 ALL ONSITE SEWAGE SYSTEMS REQUIRE THAT A RESTRICTIVE COVENANT REGARDING THE MONITORING OF THE ONSITE SEPTIC SYSTEM BE RECORDED TO THE PROPERTY TITLE. THE PROPERTY OWNER SHALL ASSURE THAT MONITORING IS PROVIDED BY AN APPROVED ENTITY AT THE FREQUENCY DEFINED PER STATE WAC 246-272AAND JEFFERSON COUNTY CODE 8.15 AS ADOPTED OR AMENDED. A COPY OF THE RECORDED OPERATIONS AND MONITORING AGREEMENT IS REQUIRED PRIOR TO FINAL APPROVAL OF THE SEWAGE DISPOSAL PERMIT 14.) Health Dept. required to observe pressure test with system designer when system fully installed/complete, 48 hours notice to be provided for scheduling. 15.) Divert all sources of drainage, including roof drains away from septic tank and drainfield area. 16.) Approval of this sewage disposal permit does not preclude the permit holder from complying with the Unified Development Code for other/future development on the site. 17.) The project shall adhere to the Best Management Practices (BMPs) to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. SEP15-00020 Page 2 of 3 \\tidemark\data\forms\F_SEP_Permitmod.rpt 3/26/2015 18.) All construction and development activities must comply with all permit conditions, Washington State and Jefferson County Codes and Recommended Standards and Guidance documents in effect when the permit is issued. SEP15-00020 Page 3 of 3 \\tidemark\data\forms\F_SEP_Permitmod.rpt 3/26/2015 JEFFERSON COUNTY PUBLIC HEALTH, 615 SHERIDAN, PORT TOWNSEND V'VA96,*'4 �, CONSTRUCTION INSPECTION REPORT For RECORD DRAWING Designer /7/Cf/.4E'L Permit # SEP / e/C) Installer ,i/,e/A-/ /ve V/LL� .5X/c/41::) Parcel # Oat 33 3 7 Electrician Design Flow 50 Property Owner / "' / CE -5E1"A"�..fas4:7A-4 GQ�� Site Address 3 co/1,IPe=527 Answer all questions or indicate NA Tanks. Pumps and Controls Date Insp. 2' GrfL• co/-7, -f Lebo cA//T�/ Tank (manufacturer, size, baffles) 23-' P'- Lis .t 00 7-.4r/2 7- /7-/ Pump chamber (manufacturer, size) Zoon '- 7-/7--/S Screen(s)and/or Pump Shroud (type, location) 'U/'"° ' utr r9 9"r`r-/5 Were Tanks tested onsite for water tightness?(gyp No Panel Model ,940.9+4/0234 /PC- S01 Timer Model /44 e-J4 WoX 8-/q-/5 Pump 1 - Man./ModelGiz.'//cc., PF So ' Z t Flow Rate Si, 7 gpm 63/•' Pump Location (i.e. garage, treatment unit, basement) Bottom of transducer to bottom of tank Float settings (above bottom of tank) / transducer settings Timer Functions: (above bottom of transducer) On/off- On - Z 4 sE Veto - Off- Z Alarm - Veto On - Z s X-G' Storage Above High Water Alarm //do 3 gal. Veto Off- Z 38/-1/"./, Dose Counter Reading 95 Aos f pS Vbos # gallons/dose 7 Z. Z Elap. Time Meter Reading Sf-f„�. /8.s6-c, Pump Throttled? No Dose Drawdown (in inches) /. to Pump 2- Man./Model Flow Rate gpm Pump Location (i.e. garage, treatment unit, basement) Bottom of transducer to bottom of tank Float settings (above bottom of tank) / transducer settings Timer Functions: (above bottom of transducer) On/off- On - Veto - Off- Alarm - Veto On - Storage Above High Water Alarm gal. Veto Off - Dose Counter Reading # gallons/dose Elap. Time Meter Reading Pump Throttled? Yes / No Dose Drawdown (in inches) If additional pumps complete this info for each C:\Data\Wpw\County 8 State Forms\efferson\Construction Reports\Alternative sys ASBUILT 2010-2.FRM.wpd 12/01/14 page 1 of 2 PUD#1 of Jefferson County Printed: 01/28/15 PUD Substation, 4 Corners Last Edited: 01/27/15 Parcel Number 001333037 Water Meter Reading Analysis Septic Tanks&Pump Chamber/Surge Tank Sizing: 605 gpd should be a conservative maximum anticipated actual wastewater flow considering there is a certain amount of vehicle washing included in that figure. Adding 50%for commecial flows we get a maximum anticipated design flow of 908 gpd. This maximum anticipated design flow of 908 gpd will be used for designing septic tank sizing and surge capacity in the pump chamber. The pump chamber will be designed with a surge capacity to spread workday flows out over the weekends. Day of Actual Pump Out Cummulative Week Flow In (gpd) (gpd) (gallons) Monday 605 433 172 Tuesday 605 433 344 Wednesday 605 433 516 Thursday 605 433 688 Friday 605 433 860 Saturday 0 433 427 Sunday 0 433 -6 Therefore, the pump chamber will be designed with a surge capacity of 860 gtallons(see atta -• Pufftp-Ghambe ulations). Drainfield Sizing: Based on the Pump Chamber/Surge Tank Sizing,433 gpd will be used for maximum anticipated actual wastewater flow to the drainfield. Adding 50%for i , od commercial facilities we get a maximum anticipated design wastewater flow . �- of 650 gpd. 650 gpd/1.0 gpd per sq.ft. =650 sq.ft. of absorption area ernUsing a 9 foot wide sand-lined bed: 650 sq.ft./9 feet wide=72.25 feet long by 9 foot wide sand-lined bed. SPF;7/1/1.JJ A*/ ii;j7. ,74?° ,,ic tsP _L100110 v LICENSED DESIGNER r rrli�re y rire.r#4. I .i• 7P`,r:M'' 15li8/ta+ C:\Data\Qpw\FLOWS\PUD JC Four Comers\PUD JC Four Corners.qpw Page 5 of 5 ONSITE SEWAGE DISPOSAL PA6 E aF SYSTEM DESIGN • 2-46—/S— Property 8—/SProperty Owner System Designer /`i/c//4e L S. paeAre'Y Legal Description: Section 33 Township 70 Range ham/ Subdivision Name Division Block Lot(s) PARCEL pp/ 333 037 I. CALCULATIONS 9u9 GPD v b«Y If for residential use: (.$ ' 'P, $,evru4-,evie kc Number of Bedrooms: x 120 G.P.D. = total G.P.D. If for non-residential use, attach calculations used to determine G.P.D. Soil texture waste water application rate I. G.P.D./ft. squared (see page 214 of the EPA Design Manual) DRAINFIELD SIZING: Absorption area: 6.5-0 square feet (total G.P.D. G.P.D./ft. squared) Trench-or bed width 9.0 feet Trench or bed length 1 z.Z$— lineal feet (sq. ft.:-trench or bed width) II. APPURTENANCES Septic Tank Size 7000 f r'allons Pump Requirements (If Necessary) Elevation difference in feet Friction loss � . Pump capacity should be G.P.M. at T.D.H. t -f' Number of doses per day �y Dosing volume gallons Pump chamber size gallons t telw A 7. r p4/ fP 5100110 ":t9 mr4te atey ikosive~Aar~ orav 00 O. H:Thomalpincntrlinfohlthlsawdsn LICENSED DESIGNER EXPIRES rro/18/it/ PAGE ZoF' Z . 111. DRAINFIELD CROSS SECTION pRgceL '/ 333 ®37 D IL (/ NATIVE SOIL A B IMPERMEABLE MATERIAL/ • SEASONAL SATURATION • v,42 ii-t A. Trench Depth 68 72,75- inches B. w inches of drainrock below pipe C. 33"1- inches of vertical separation from trench bottom to impermeable material/seasonal saturation D. N-4 inches of fill (if needed) E. Trench width /08 inches NOTES: ATTACH DETAILED DESIGN OF SYSTEM PUD #1 of Jefferson County, 4 Corners Station, Parcel#001333037, 33(:: Page 1 Date: 01/28/15 LATERAL DISCHARGE Design Criteria: 0.1250 Inch Orifice Diameter 2.0 Foot Maximum Orifice Spacing 5.0 Feet Minimum Residual Head Since "Lateral Control Orifice" devices or PVC gate valves will be placed in the riser prior to each lateral (see plans) , all orifice spacing shall be determined as follows: First divide the lateral length by the maximum orifice spacing shown in the design criteria above. Then round this number to the next highest even number. Orifice discharge "q" = 12.38 X (square of the orifice diameter "d" in inches) X (square root of the residual spray height or "head" in feet) = 12.38(0.1250 in. )^2 X (5.00 ft. )^1/2 = 0.4325 gpm/orifice Lateral discharge = (Orifice Discharge) (Number of Orifice) Average Lateral Discharge = Lateral Discharge / Trench Length Lat. Trench Number Orifice Spacing Lateral Average No. Length of Discharge Lateral (ft. ) Orifices (ft. ) / (in. ) (gpm) Discharge (gpm/ft) 1 72.25 37 1 .95 / 23 - 3 / 8 16.00 0.221 2 72.25 37 1 .95 / 23 - 3 / 8 16.00 0.221 3 72.25 37 1 .95 / 23 - 3 / 8 16.00 0.221 216.75 Ft. Total Total = 48.0 Add 10% and use: 52.8 Average = 0.221 Maximum Difference = 0.000 Percentage Variation = 0.0 LATERALS: See Lateral Specifications. NOTE: Use 52.8 gpm for the pump specifications and use 48.0 gpm for the TDH calculations. The TDH will have 10% added at the conclusion of those calculations. t r PUD #1 of Jefferson County, 4 Corners Station, Parcel #001333037, 33(30-1W) Page 2 Date: 01/28/15 Lateral sizing based on lateral length and orifice spacing: Nominal Lateral Sizes (In inches) Lat. # Left Right Lateral PVC Specification 1 1 .25 Use Sch. 40 ASTM 1785 2 1 .25 PVC for all laterals. 3 1 .25 Manifold sizes and PVC specifications: Manifold Manifold Size (in. ) Manifold Nominal I.D. PVC Specification 1 -> 2 3" 3.068 All piping shall be: 2-> 3 3" 3.068 Sch. 40, ASTM D1785, PVC PUD #1 of Jefferson County, 4 Corners Station, Parcel #001333037, 33(30-1W) Page 3 Date: 01/28/15 MANIFOLD HEAD LOSS Once the lateral discharge rates have been calculated, the manifold friction (head) losses can be determined. This is accomplished by using the lateral flows (page 1 ) and manifold size and type (page 2) along with equivalent lengths for fittings (this page) in the Hazen-Williams equation shown on page 7. The manifold losses will be used to determine the residual head at each lateral which will in turn be used to calculate the lateral control orifice diameter (page 4) . Approx. Approx. Accum. Manifold *Manifold Fittings Equiv. GPM Friction Friction Segment Length Length Loss Loss 1 -> 2 3 + 6.3 = 9.3 @ 32.00 = 0.024 0.024 2-> 3 3 + 6.3 = 9.3 @ 16.00 = 0.007 0.031 Total: 0.0 *See manifold Pipe Specifications on page 2. PUD #1 of Jefferson County, 4 Corners Station, Parcel #001333037, 33(30-1W) Page 4 Date: 01/28/15 LATERAL CONTROL DISCHARGE The following calculations determine the size of the orifice control discharge device to be placed at the beginning of each lateral (See plans) : The control orifice for each lateral is sized using the following equation: 1/2 1/2 D = ((Q )/((19.65) (C) (H) )) 1 Where: D = diameter of control orifice (inches) Q = lateral discharge (see page 1 ) 1 C = coefficient for control orifice (see table) H = difference between manifold pressure and desired lateral pressure at each manifold/ lateral junction (feet) Table of Coefficients "C" Or. Dia./ "C" Or. Dia./ "C" Or. Dia./ "C" Or. Dia./"C" .167 / .61 .500 / .69 .750 / .77 1 .000 / .85 .208 / .62 .531 / .70 .781 / .78 1 .031 / .86 .250 / .63 .563 / .71 .813 / .79 1 .063 / .87 .292 / .64 .594 / .72 .844 / .80 1 .094 / .88 .333 / .65 .625 / .73 .875 / .81 1 .125 / .89 .375 / .66 .656 / .74 .906 / .82 .417 / .67 .688 / .75 .938 / .83 .458 / .68 .719 / .76 .969 / .84 Lateral Lat. Top of Head at Head at Manifold Top of Lat. Head Diff. Control No. Lat #1 Lat. #1 Lateral Losses Elevation (H) at Orifice Elevation Orifice Orifice (Ea. Lat. ) Orifice Dia. (in.) 1 138.20 + 5.00 - 5.00 + 0.0000 - 138.20 = 0.00 => * 2 138.20 + 5.00 - 5.00 + 0.0240 - 138.20 = 0.02 => * 3 138.20 + 5.00 - 5.00 + 0.0310 - 138.20 = 0.03 => * *Use valves to control lateral spray height. PUD #1 of Jefferson County, 4 Corners Station, Parcel #001333037, 33(30-1W) Page 5 Date: 01/28/15 DESIGN OF THE PUMPING SYSTEM 1 . Dosing frequency/volume based on soil: a. Dose volume based on soil type. = gpd from facility / 6 doses per day = 650 gpd / 6 doses per day = 108 gallons per dose (Design Flows) = 72.0 gallons per dose (Actual Flows) b. Pipe volumes which drain between doses. Lateral Volumes: Left Side Right Side [ (Length X Volume) + (Length X Volume) ]x7 Vol. of Lats. Lat. # [ (ft. X gal./ft. ) + (ft. X gal./ft. ) ]X7 in Gal. X 7 1 (72.3 X 0.078) ]X7= n.a. 2 (72.3 X 0.078) ]X7= n.a. 3 (72.3 X 0.078) ]X7= n.a. Total of lateral volumes times 7: 0.0 Manifold Volumes: Manifold (Length X Volume) X 7= Vol. of Man. Segment (ft. ) (Gal/Ft. ) in Gal. X 7 1 -> 2 (3.0 X 0.385) X 7 = n.a. 2-> 3 (3.0 X 0.385) X 7 = n.a. Total of manifold volumes times 7: n.a.* *Manifold remains full. PUD #1 of Jefferson County, 4 Corners Station, Parcel #001333037, 33(30-1W) Page 6 Date: 01/28/15 b. Pipe volumes which drain between doses (cont) . Transport pipe volume = 1 X (Length of transport pipe which drains between doses X volume per ft. of pipe) = 1 X (0 ft. X 0.18 gal./ft. ) = 0.0 gallons Total volume which drains between doses = 0.0 gallons c. Choose the larger of the volumes calculated in 1 .a. or 1 .b. shown above: Use: 72.0 gallons per dose 2. Pump Chamber Size: See Plans. PUD #1 of Jefferson County, 4 Corners Station, Parcel #001333037, 33(30-1W) Page 7 Date: 01/28/15 PRESSURE PIPING SYSTEM AND RELATED HEAD LOSS 1 . Required pump Capacity = 48.0 gpm using 1 pump (from previous calculations) 2. Pump Chamber (use 48.0 gpm for each of 1 pump Type of pipe = Sch. 40 PVC (C = 150) Diameter of pipe = 2.00 inches (I.D. = 2.067 inches) List of Pipe Elements Length of pipe = 12.0 ft. 3 90 degree ells at 6.0 ft. equiv. length = 18.0 ft. 1 PVC Ball Valve at 29.0 ft. equivalent length = 29.0 ft. 1 PVC Swing Chk. Valve at 15 ft. equiv. length = 15.0 ft. Sum (L) = 74.0 ft. Head Loss Formula (Hazen-Williams) : 1 .85 1 .85 4.87 Head Loss = 10.45(L) (Q) /(C) (D) = 2.7 ft. 3. Transport Pipes (use 48.0 gpm) a) Main Transport Pipe Type of pipe = Sch. 40 PVC (C = 150) Diameter of pipe = 2.00 inches (I.D. = 2.067 inches) List of Pipe Elements Length of pipe = 60.0 ft. 3 90 degree ells at 6.0 ft. equiv. length = 18.0 ft. 3 45 degree ells at 3.0 ft. equiv. length = 9.0 ft. Sum (L) = 87.0 ft. Head Loss = 3.2 ft. b) Secondary Transport Pipe (use 48.0 gpm) Type of pipe = Sch. 40 PVC (C = 150) Diameter of pipe = n.a. inches (I.D. = n.a. inches) List of Pipe Elements Length of pipe = 0.0 ft. 0 90 degree ells at 6.0 ft. equiv. length = 0.0 ft. 0 45 degree ells at 3.0 ft. equiv. length = 0.0 ft. Sum (L) = 0.0 ft. Head Loss = 0.0 ft. PUD #1 of Jefferson County, 4 Corners Station, Parcel #001333037, 33(30-1W) Page 8 Date: 01/28/15 4. Drainfield Distribution System Type of Pipe = Sch. 40 PVC (C = 150) Total Manifold Losses = 0.0 ft. Approx. Lateral Losses = 1 .5 ft. (No. of lats. X (5'x0.10 per lat. ) Total: 1 .5 ft. 5. Static Head = orifice elevation - pump inlet elevation in pump chamber = 138 ft. - 132 ft. = 6 ft. more or less (depends upon final location and elevation of pump chamber) 6. Total Dynamic Head for Pump Sizing Pump Chamber = 2.7 ft. * 0 FM200 Flow Meters = 0.0 ft. Main Transport Pipe = 3.2 ft. Secondary Transport Pipe = 0.0 ft. Static Head = 6.2 ft. Auto. Dist. Valve #1 = n.a. Auto. Dist. Valve #2 = n.a. Distribution Network = 1 .5 ft. Residual Head = 5.0 ft. * Provided by Orenco Systems, Inc. Summation = 18.6 ft. Add 10% and use: 20.5 ft. 7. Pump Selection: Select a pump capable of providing a minimum of 52.8 gpm at 20.5 ft. TDH. i" . / / / \+\+\4/ a.' d ` 1 t 1 � MICHAELS. DEENEY LICENSED DESIGNER imze,/iiiiiiiiiiiiiiiiiiiiiiiiiis/I EXPIRES 06/18/ 2 a m so 0 so Co N a- C7 m E E m .. R a a) N •ooE a 0 0co m a3 m (V + C C C m o m m m E E '15� O 2 N o o) V o .a c. COd d 0) Z m E cc �' C R O E E 0� N. 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C f0 000000 L4000000000C)0 hO0oo00 SO N 0 0 V C 2 NCOMCpMMCOMMMCON SO:E 0 C U y 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y N 0.)0) 00 Cl) 000000000066066666000000076 .c a 0 `_ (0 0(0 CO 0 0 0 lO 0 0 0 0 0 Q0 0 0 0 a F .cgt 00-2:z."- a2__fnO ; Qa 6 <<<<<<<<<<<<aaaaaaaao.. o •; M" n` 0 T 0 0 0 0 0 0 0 0 0 05 00 O O O 0 0 0 0 0 0 05 0 0 0 0 0 o a LL 0 P 0 .-0 0 0 0 0 0 0 0 0 0.-04 0 0 0 0 0 0 0 0 0 0 4 0 Pre-Treatment , y Date Insp Sandfilter basin high water alarm shuts down pump to Sandfilter Yes / No .. Sandfilter Basin size/location Sand Fill met design spec? Yes / No ATU (manufacturer, model) Alarm teste 4iYps ct No Disinfection Unit (manufacturer, type, model) Independent Alarm Yes / No Drainfield Transport Pipe Size/Sch. z ti-S -/'7 4' Manifold Size/Sch. 3 sC'A/ 4e2 7- S Orifice Diameter '9//' Lateral Size/Sch. /" z s " Sc/i, 4==' 7 -! 7-�S Barrier Material PIZ ret F4,#f c Cover Material/Depth t8" 04-." L-s. S-/9--/S- Residual /9-/S- Residual Head (lat.# &ft. Head) 5 .01z4 L'f S• e '" 9=-sS Source/Manufacturer of Drainrock/Gravelless chambers Drainrock Clean? No If no, what action taken? Mound/Glendon Site Prep. Drainfield Length 7 Z.Z S ft Width 99' ft Depth 'no"I`® 8z-" inches Caps for measuring residual head stored (location) COMMENTS (inspection notes, changes from design or deficiencies in installation) Attach additional sheet(s) if necessary Other Aquaworx panel settings: SWarn at , ZBios at , Autoclear set at -1 doses min-sec. Health Department Inspection issues resolved Yes / No 4If yes how? Users Manual Provided to Homeowner V//77-/ 7e 6-e-©2 z'z",vv/'`'� Date Tank/component Decommissioning Report Attached OM No / NA Installer Certification attached/signed 4WD No ATTACH RECORD DRAWING stamped/signed by Designer or Licensed Professional Engineer I certify the information provided above was verified by inspection(with exceptions as noted, if any). I also certify that this on-site system was installed in accordance with the approved design and verified through periodic observations of construction such as site plowing for mounds, pressure testing with all system components exposed (no backfill, except over transport pipes), and final inspection of the completed system(with exceptions as noted, if any). To the extent revealed by these periodic inspections,the system complies with all the conditions noted in the permit as approved by Jefferson County 3-2.67-46- (Permit Approval Date)or that changes have been noted and the system is in compliance with WAC 246-272. / 21: 7--/S-- 5100110 Designer Signat e Date License# C:\Data\Wpw\County&Stat- •rms\Jefferson\Construction Reports\Alternative sys ASBUILT 2010-2.FRM.wpd 12/01/14 page 2 of 2 PUD#1 of Jefferson County Printed: 01/28/15 PUD Substation,4 Corners Last Edited: 01/27/15 Parcel Number 001333037 Water Meter Reading Analysis * Current Employees: Employee Number of Status Employees Full Time: 12 Part Time: 10 Total: 22 * According to Bob Phillips with PUD, this number of employees has been consistent since PUD took over the station. Additionally, PUD discovered and repaired a water service line leak in December. It is believed this is what lead to the higher water use reflected in the 10/13/14, 11/10/14, and 12/8/14 water meter readings. Removing the apparent peak flow anomoly of 382 gpd based on the 8/12/14 reading and the higher flows based on the leaking water service line we get: Minimum (3/11/13 to 9/8/14, exluding 8/12/13): 107 Average(3/11/13 to 9/8/14, exluding 8/12/13): 128 Maximum (3/11/13 to 9/8/14, exluding 8/12/13): 175 The maximum monthly average flow of 175 includes non-working weekend days. Therefore, the maximum average flow for workdays would be 175 gpd divided by 28 days between 9/7/14 and 10/7/14 times 20 workdays between 9/7/14 and 10/7/14 which equals a maximum average workday flow of 245 gpd. Using 1/2 wastewater flows generated by part time employees compared to full time employees we get full time emplyee flow"x"equal to 12x times 10(0.5x)=245 gpd => x= 14.4 gpd per workday per full time employee Then wastewater flow per part time employee=0.5x=7.2 gpd. Future Employees(per PUD): Employee Number of GPD per Maximum Average Status Employees Employee' Anticipated Actual Wastewater Flow Full Time: 34 14.4 490 Part Time: 16 7.2 115 Total: 50 605 Mit6(AitAlt(j ifj4b (pe"t. —1(4) icA— 04AA-1)) Vg:vutmjyt-A- (.° 1\k9:-.: cgcA9 !, • moo` o(L /1(1 jo,4\ Page 4 of 5 PUD#1 of Jefferson ounty Printed: 01/28/15 PUD Substation, 4 Co ners Last Edited: 01/27/15 Parcel Number 001333037 Water Meter Reading 'nalysis 003175-000 10/1512 2,171,300.00 2,200.00 69 PSE 003175-000 11/1312 2,173,200.00 1,900.00 66 PSE 003175-000 12/1112 2,175,000.00 1,800.00 64 PSE 003175-000 01/1413 2,177,500.00 2,500.00 74 PSE 003175-000 02/1313 2,179,800.00 2,300.00 77 PSE 003175-000 03/1113 2,182,100.00 2,300.00 88 PSE . I 003175-000 03/29 13 2,184,800.00 2,700.00 150 JC PUD* I , 003175-000 04/08 13 2,186,200.00 1,400.00 140 JC PUD* • (4.-- 003175-000 05/1313 2,191,200.00 5,000.00 143 JC PUD* .(, 003175-000 06/10 13 2,194,300.00 3,100.00 111 JC PUD* CIO 028447-000 07/0913 2,197,400.00 3,100.00 107 JC PUD* 028447-000 08/12 13 2,210,400.00 13,000.00 *382 JC PUD*. ,�,Ar 028447-000 09/0913 2,213,700.00 3,300.00 118 JC PUD* V N. 028447-000 10/07 13 2,218,600.00 4,900.00 175 JC PUD* 028447-000 11/04 13 2,222,600.00 4,000.00 143 JC PUD* 0%04 028447-000 12/09 13 2,227,300.00 4,700.00 134 JC PUD* ,040,p1..- ' 028447-000 01/13 14 2,233,400.00 6,100.00 174 JC PUD* 028447-000 02/10 14 2,238,200.00 4,800.00 171 JC PUD* 028447-000 03/10 14 2,241,900.00 3,700.00 132 JC PUD* 028447-000 04/07 14 2,245,100.00 3,200.00 114 JC PUD* 028447-000 05/1 14 2,249,100.00 4,000.00 114 JC PUD* 028447-000 06/09 14 2,252,400.00 3,300.00 118 JC PUD* 028447-000 07/1414 2,256,200.00 3,800.00 109 JC PUD* 028447-000 08/11 14 2,260,200.00 4,000.00 143 JC PUD* 028447-000 09/0814 2,264,200.00 4,000.00 143 JC PUD* 028447-000 10/1314 2,271,700.00 7,500.00 214 JC PUD* 028447-000 11/1014 2,277,900.00 6,200.00 221 JC PUD* 028447-000 12/0814 2,284,200.00 6,300.00 225 JC PUD* Minimum (3/11/13 to present): 107 Average(3/11/13 to present): 158 Maximum (3/11/13 to present): 382 Page 9 0 4 t- co2 /, `�_ ;��_C°NTY ROg0 F13' ""k •---____ . 6\---7II 3OIPI ' Z\, ,V)I Li r I evi7\7'9 1 I 12-CULVERT-'\I 1 • 41 / / \ NEM` _ �' r-Y-3 WORK AREA #2 4% 1 1� - - ! ; // /I� 6 `/1 p i / X./ \ a// I 1 i I 98• I s / 1 I / /1 SEPTIC , \N.• SERVICE / � 1 /�I TANK / CENTER / / I L ___ __ \\ \ / WORK AREA #1 ; �_1 /r"Sl"S / OISCRAa \\ ELECTRICAL / / TO SEPTIC\\\ ROOM / vi REMOVE UGC l Ooo lE T2 I 1 1 ' �\\ / /f s TANK x171 ca 7.000 Gat/ 1 \ 4 10.000 GAL • E._ I I/r /�`"M`_``S""`""\`\ ,/ / I I li�' FUEL I i01/TELEP ONE • ISLAtq : ( Y"r "�'r .\ TERM. 81ARO�__T_T / N I I / i// / TO AIn�- / 11 1/1 l -481, � -"'� Pop MOUNT\\ _ " /- FTO BE a0A •IEOISM TO48 ARO I I 1 • I I I 1 ry TRANSFORMER\ / - I I t__ .f—Cyt--••-- - ,• _ f\ / 9 � X. • I I • I ' Ii i fir Q i • 1• 1 11 i / \ / , 1 1 .SW Z4 - // \\' , / • • \ / \ / 1 ! 1 _ / 1 Li , --_y_ —]_ " -. \\\ 1/ \\\\ + j it 1 / 1\ I 1t 1 iii •1• 1• • f• l I \ II • 1 / I II u CRT� r I 1 ' 1 II �� Com"" / I \\ I 11 II. ,so_ 1 \\\• I • ./ _ \•r � I I 1 1 N \\ 1- f I' DEEP \ I • I OVERFLOW I o;ICH 7 1 \ 11 1 f/ D f . 1 . . . .. ��� bbd It.,• SERVICE CENTER SITE PLAN • Vtlit4,00.�-1 SCALE-t'-yp• t�0 t. I I y • 7 ='Vii,�•ez� 5 _ i I 1 I ATI) CREATIVE DESIGN SOLUTIONS, INC. POST OFFICE BOX 2787,PORT ANGELES,WA 98362 ,-® Site/Soils Evaluations&Feasibility Reports ts III Sanitary Surveys Septic System Designs■Construction Inspections &Certifications CDS (360)457-6353 (800)395-7296 FAX(360)457-6687 Email:mike@cds4you.com INC. PROJECT PROPOSAL TO: Randy Marx, Jefferson County Environmental Health Department FROM: Michael Deeney DATE: January 28, 2015 SUBJECT: PUD#1 of Jefferson County,4 Corners Station,Septic System Expansion Permit Application, Parcel Number 001333037, 310 Four Corners Rd., Port Townsend Hi Randy, The purpose of this septic system application is to provide an expansion of the septic system serving the office/shop facility on Parcel Number 001333037,310 Four Corners Road,in order to accommodate placement of a new office building on the property. In reviewing the original design and based on discussions with Jefferson County Health Department, it has been determined that the existing system installed under SEP79-00126 does not meet current code and will need to be replaced and expanded. Therefore, the existing system will be replaced with a pressure distribution sand-lined bed system based on soils observed with your office January 9, 2015. This bed system is sized based on the attached Water Meter Reading Analysis using 433 gpd for maximum actual wastewater flows and 650 gpd maximum design flows. This is based on sizing the pump chamber with enough surge capacity to spread wastewater flows from the 5 workdays out over weekends when this facility is closed. Keeping in mind these flows will be a bit conservative on the high side since these water use records include washing of vehicles (flows which do not enter the septic system). Septic tanks and the pump chamber/surge tank will be sized based on the weekday flows of 605 gpd actual flows and 908 gpd design flows. Using 3 days design flow retention requires a minimum septic tank capacity of 2,724 gallons. We are proposing a 2,000 gallon single compartment septic tank followed by a 1,000 gallon single compartment septic tank for a total septic tank capacity of 3,000 gallons. CREATIVE DESIGN SOLUTIONS, INC. +`+++1// Michael S. Deeney +► Professional On-Site Wastewater �� �'� V ++ Treatment 0 License No. 5100110 esigner �++++++°MICHAEL1 S1DEENEYN•It LICENSED DESIGNER • %///////////////////////////////////I C:\Data\Wpw\Memo\PUD,4 Corners Station,001333037,Septic System Expansion.wpd EXPIRES 06/18/LU SOIL HOLE LOGS <17* — , .Page ( of / Designer /1-1/C 11-4 e 4)ee. ' y Date .1-- 9-/¢ Property Owner/Buyer PCI 4,t OC',t'FFei sOAl/ c oC2ivt Parcel# Ooh 3 3 3 c'.37 Project 3 /!' ¢ 602Ivra2--s- laD,, ,aY vcAl Sec(Twp-Rng) SW%¢ 33(30-/tA, HOLE NO. \ V 7 w z TYPE ��A` ��iii\--) o w 22 C9 w \\ r I --I X OF DEPTH Z ? F mw CS SYSTEM (Inches) TEXTAPPL. co URE RATE F- c O � W O OBSERVED 1- (gpd/sq.ft.) ui Q a O > 2 O1— o: z a / /4 7 C.0/24V L P:/4 4 A-1417 , G- - S___ :L R 2 2915 � G5 1.0 � .o JAS! i --- ------.____..E6, c 5 !,O Z/4 7 61-zAive"G,57 Li_ N/4' 17 - - - '5 it- 11 Z -- E!, 1,5 v-S [or?-- Isc El9 f -c 5 y r 'S- Nrc --.s, o.3 AerLet.4 rl.1 '"--)LE i' alpo ,e,,,,,,.,/ Otwir9 A I -VL— A . ilit3 .5 D PIA/Y)J4 •tiktei3. Ijkt Pl€"/A . ... . bA 1 0-)do ,vt. aib----, I ,i{ _