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Home My WebLink AboutMOUNTAIN VALE LT 1AMountain Vale Lot 1A #020-111-64 \ • -. Municipality of Anchorage Development Services Department •= =`;• Bullding Safety Division Onsite Water b Wastewater Program, 4700 South Bragaw SL P.O. Box 196650 Anchorage, AK 9951943650 www.cI.anchorage.ak.us (907) 343-7904 Page 1 of 3 Onsite Wastewater Disposal System and/or Well Inspection Report Permit Number. SW000305 PID Number. 020-111-64 Name: VANESSA WILKINSON Wastewater System: ■ New ❑ Upgrade Y P9 Address: 8841 PAINE RD, ANCHORAGE AK 99516 ABSORPTION FIELD Phone: (907) 762-9100 No. of Bedrooms: 2 O Deep Trench ■ Shallow Trench O Bed O Mound ■ Other• LEGAL DESCRIPTION sa" CUV Dpth rom '� ' 4 GPD/Sq. R * 7' MAXR Lot Block: Subdivision: Dsyn to Ake baa«n fr«n rgkwt grwdw Grar.i dWth bwwath Pp« 1A — MOUNTAIN VALE 0.4' MAX R 0.3 R Township; Range: Section: ry added esaw artolnal Pad« &wow iongou — — — 2 R 32.5 R WELL: Id New [I Upgrade crwn« wku 7 ".,*W w e� 3 o �— en.« 2.3 R R D1aYno"m Pd.w. Ae.t . Tow Dspua ca..d T« raw atwarPlbn ..« Pp tMertek PRIVATE 83' R 83' R 227.5 so. R D 3034, SCH 40 PVC odsr. Dote orwsd: stage Marr tnwk kwto1w. Dat. kwtaa.d: ALPINE DRILUNG 10/25/00 27' R WHITTERS CONSTRUCTION 11/20/00 — 11/21/OD 10 " s.e At 83' co" "htmere uww,m 2' TANK GPw R R SEPARATION DISTANCES oseptic oHold'ing ■S.T.EP. 0Other To S*P* Absorption Uft Holding /Prkvt• Nw.dasAer: capacity w e•sarw= From Tank Pwid Station Tank sewer Unea ANCHORAGE TANK 1250 " Well too'+ 100'+ 100'+ — 25'+ STEEL w a«nva� 2 Surface Water 1Do'+ 1000+ too'+ — — LIFT STATION Lot Une 5'+ 10'+ 5'+ — — m e oas« a 1250 Yar d.. rsn ANCHORAGE TANK ORENCO SYSTEMS Foundation 5'+ 10'+ 5'+ — — an r..t at rwt a: tags eater otwm at TIMER TIMER 45' Curtain Drain NO'PE KNOW ~"P ttaw's WO 120 OSI 05 HHF Aowd ►yr 0*c"w k"P`u0" pm M.O.A. Remarks: •THIS IS A BOTTOMLESS INTERMITTENT SAND BENCH MARK Leaatbn and Do."" n: FILTER I.S.F. SYSTEM. TOP OF GARAGE CMU. •• TO TOP OF FILTER SAND. Aewarrd Elemtbn: 100.00 R WOMB" WAL pOdO�O " OF ua Inspections performed by AWVJC, INC. Dates:1st 11/20/2000 ........:y*�� ••• ....•••• 2nd -3rd 11/21/2000 4th 12/1/2000 0 "'. e r �A.�Gamess,....� Op Department of Health and Human Servi es approval 0 a, '., -7953 .� Reviewed and approved by Date: ��4edP�ofessloa°��v (a«. tvdD) �DOOpOo� AS -BUILT DRAWING PARCEL ID NUMBER SWO00305 0305 - SWO020-111-64 NOTE: THE 100 FOOT SETBACK FROM \E DRCHUNE AND THE 100 FOOT WELL RADIUS FOR THE NEW WELL WERE FLAGGED \ BY A REGISTERED LAND SURVEYOR PRIOR 0 INSTALLING THE SEPTIC SYSTEM. NEW BOTTOMLESS INTERMITTENT SAND FILTER (LS.FJ� \ \ NEW 1250 GALLON \ \ S.T.E.P. TANK I I EK LOCATION PER I A D. FLEMMING. L.S. II 100 FOOT CREEK SETBACK I / PER M.OA GRID MAP I I / I �CULVERIS I , I " I LJI I I I I I I I� SULATED IR UNE 0 AIR 'RESSOR I I \ — — — — — — — — — — — — — NEW WELL• PAINE ROAD I� DrrcH UNE WITH SURFACE WATER. _—_ L --___---L-___---_—__ DATE: o�p6CpC 5/21/2001 0 ..-Al ` o t r � fIRAWN RY• �P� V� i ALASKA «TATER & WASTE `VATER� J.L.M. CONSULTANTS, INC. 1 = 40� 6901 OESARR ROAD. SUITE NC 2R • ANCHORAGE. AR 99506 • PHONE 907),137-0179' FAX 9071.17!-3266 PREPARED FOR: PHONE NUMBER: PACE NUMBER: VANESSA WILKINSON 762-9100/345-8169 2 OF 3 LEGAL DESCRIPTION: MOUNTAIN VALE SUBDIVISION. LOT 1A AS -BUILT OF NEW WELL LOCATION AND SEPTIC SYSTEM. SITE PERMrrNUMBER: AS—BUILT DRAWING PARCEL' ID NUMBER: SWO - SW000305 020-111-64 fOP OF f" Af WT- 97.1 mEror Rm Af TLEf - 96.5 Sil 517 NSW 1250 6 U,ON 5.f.U. fMK 109.4 (AVG.) IaLAIGN (PEE EXLAVAfGPJ FL1EE fh= -�� fJdEEf OF LAIEEPI5 -106J AR LU -104J � mom OF - 5Y5fEM -103.5 TOP OF MAW= LD -101.41 •w; 4'+ f0 NADE� CXOINhNAiEE `r 5/21/2001 DRAWN BY: ALASKA WATER & WASTEWATER J.L.M. N.T.S. CONSULTANTS.INC 6901 DEBARR ROAD, SUTE 29 • ANCHORAGE. AK 99504 • PHONE 907)3]7-699 • FAX 907)3364246 PREPARED FOR: PHONE NUMBER: VANESSA WILKINSON 762-9100/345-8169 PAGE NUMBER: 3 OF 3 LEGAL DESCRIPRON: MOUNTAIN VALE SUBDIVISION; LOT 1A TYPE OF WORK: AS -BUILT PROFILE OF SEPTIC SYSTEM. (BOTTOMLESS ISF) —for OF f" Af OUILEf - 97.0 Af ODUf - 965 Gamess: 153 Km I -Ile e YY I'm c a) ed 33 �� Tlsat e e ed Z S a x YArrr. MWEeT ctmtRto Ch TIE Tref" OF Tint IIEtaY. lit' GEd. etau 2A N MB92E 382.82 (R) N 89'40'38E 383.49' (M) Gal e4e[ or aaa IA .r L 289.2' re- \ E)OSTNO HOUSE IC UTL(TY EASENENr 4&6*; 4S i I o'ee cion i 89'Dr40'E 581.81' (M) ^� 8A;IS 781.77 III) M PAINE ROAD 33 REter. !-1? Lu ANt YOIheVJ1i Lu O Ia N I7 IZ Y m". I't' NEW ANCIi0RA0E, AIASKA g9'.Q2 _ ehorE 243-4e10 71"'00 PLOT PLAN 48-40 OATE .� �•>a•._ F1 8N. NOTES: Easements not appearing on recagd cul division pial are not shown unless dasccylion of easement is provided by client N N the responsibility of the owner or builder, prior to canetnnction, to verify proposed Wilting grade relative to finish prods and utailles connections, and to determine the I dstenee of awry easements, eovenor 0. W restrictions which do not appear an the recorded subtivaion Met Elevations based an assumed datum unless otherwise Indlocted, and beatags and distances we record dote. CLIENT: VANESSA LYLKWON LEGAL DESCRIPMN LOT I A MOUNTAIN VALE SUBDIVISION PLAT 140. SCALE CMD 84-44 1--60 3341 05/23/2001 07:57 FAX 9078888770 A+ Uo®e Services. Inc. MAY -21-2001 06119 PM EDB. ELECTRIC 272 4590 May 21, 2001 ED'S ELECTRIC INC. PA. Banc 210767 Arx:hore". AK 99521-9998 A Plus Home Services, Inc. 7501 E. 140'h Avenue Anchorage, AK 99516 Attn: Mike Subj: New septic system at 884I Paine Drive. Q001 P.01 ANCHORAGE (907) 272-4591 Fax: (907)272.4590 Made final connections of existing electrical wiring at the lift station and �~ control panel. Inspected electric work and found no apparent code violations on subject project. Thank you, Dwayne R. Bruns Ed's Electric, Inc. I Li l' r Municipality of Anchorage Department of Health and Human Services 825'L' Street P.O. Box 196650 Anchorage, Alaska 99519-6650 http:1M%yw.U.anchorage.ak.us Permit Number: #SW 000305 Date of Issue: 8-17-00 Parcel Identification Number: 020-111-64 Date Started: 10-25-00 Date Completed: 10-25-00 Is well located at approved permit location? ® Yes ❑ No Legal Description: Mountain Vale Lot 1 A Property Owner Name & Address: Vanessa Wilkinson PO Box111458 Anchorage, Ak 99511 Borehole Data: Depth (ft) Soil Type, Thickness & Water Strata From To Method of Drilling ® air rotary ❑ cable tool Casing type: steel stick-up 0 2 Wall Thickness: .025 inches organics & silt 2 9 Diameter: 6 inches Depth: 83 feet siltygravel 9 13 Liner Type: gravelly silt 13 silt 31 gravelly silt 45 silty water sand & gravel 20 gpm 55 31 45 55 64 Diameter: inches Depth: feet Casing stickup above ground: 2 feet Static water level (from ground level): 27 feet Pumping level: 83 feet after 2 hoursum in 10 P P g—gPm silt 64 79 Recovery Rate: 10 gpm silty gravel & water 79 83 Method of Testing:'airlift Well Intake Opening Type: ® Open End ❑ Open Hole ❑ Screened Start feet Stopped feet ❑ Perforations Start feet Stopped feet Grout Type: ,Bentonite #_8 Volume:— Depth: Start 0 feet Stopped ± feet Pump: Intake Depth feet Pump size hp Brand Name RECEIVED Well Disinfected Upon Completion? ® Yes ❑ No NOV 09 2000 Municipality of Hrlcnorage Dept. Health & Human Serv_lces Method of Disinfection: Clorine Tablets Comments: Well Driller: Alpine Drilling & Enterprises P O Box 110496 Anchorage AK 99511 Attention: The well driller shall provide a well log to the property owner within 30 days of completion and the property ntunx nr the ,veli AAIIe ¢Fall --;A- a well Inn to the rl t of P-1th R. {lumen 4z r ;eea .eith:n rn Aava of i;nn.AW;w n 05/25/01 13:22 FAX 907 5625449 Alaska Pulp&Supply 11001 �6 POP ME Environmental Services Inc. r! Laboratory Division I ft - `'J 9 "� i' �s 200 W. Potter Drive Drinking Water Analysis Report for Total Coliform Bacteria TA: chorrii e. AX 99510-1605 43 READ INSTRUCTIONS ON REVERSE SIDE BEFORE COLLEC771VG SAMPLE Far. 19071561.5301 O PUBLIC WATER SYSTEM I.D. R jIj PRIVATE WATER SYSTEM %Se /�i. A. � 3=� ' ox 1/oY96 o Pa ✓ C. t s// 0 Send Resaar O Send larelce ....r • aurr Y SAMPLE DATE: ED EM ffm Month Day Year TO BE COMPLETED BY LABORATORY Analysis shows this Water SAMPLE to be: VSatisfactory O Unsatisfactory O Sample over 10 hours old. results may be unreliable O Sample too lona in transit: sample should na be ova3Qaurs old at examination to indicate reliable results. Please send new sample via special delivery 5mail. Date Received 5W-11 el Time Received n Analysis Belize rk)/' Analytical Method: Membrane FilterMMO-MLAO • Numbe: ofeolonies/100 ml. Result* Analyst 1012833 = -e SAMPLETYPE:�� ^� A4=k,� L�'c" Routine O Treated Water ch Fbks Jun ❑ O Repeat Sample (for routine temple Jd Untreated Water FLAA I W -j k- Faxed with lab ref. no. ) Data Timr: O Special Purpose Time Cone"Client notified of unsatisfactory resulist SAMPLE LOCATION Collected e� Y 13 Spoke with rO dd e07, U /•�oy'A."it as _ �tGO�/� a�M _ _. Time: BACTERIOLOGICAL WATER ANALYSIS RECORD P,P I MMO-MUG Renate s E Total CantorCall � S f -,Z Membranorutarr. Direct Coast Celealerll"ad Verification: LTB BGS COLIFIRM IT're- r.. Nra.rr A C...r rent Collrom Confirmation Of .Oar bnnM Flsal Membrane Filter Results courgr o/Ico d Comments: Momberal the $GB Grouts ISoolatf GiMnla tie Surwioanal ENVIRONMENTAL FACILMES IN ALASKA. CALIFORNIA. FLORtOA RLlis s. MANYIAND. Nion0AN, LOSa0Uls. NEVV JERSEY ONTO, WEST VIAG1aaA 05/25/01 13:23 FAx 907 '825449 Alaska Pump&Supply X1002 Received May -24-01 04:27Pm from CCITT G3 + AAROW PUMP AND WELL MAY -24-01 16:16 FROM Page 2 T-020 P.02/03 F -Ur CT&E lmWavtenlel_gwlpi kIO r`rd mtm 1012740001 CtimrNem• Awow Pump A: Well SerVIC* ClbetPO• Pro)•rt Nea+He I& lA Moupt4 n. Vele FrintW Dearrime 05242001 15:35 01001 iompb m LOT 1A Mountain Vele Collea•d Der✓flmo 05/17/1001 18:00 Me M: Drinking Water Romk d DowTime 05/182001 10:10 Oro•rW Ry T"hawl Dineror lt•pA•n C. Rd• rwsw a / ao*u 4 z -x'/ . „ EP300 Nltrato: LCS rwDme4 pmei40 MIMI limit'. All mhorgAAlirycontrol+ rrcoyetod whhla Umin the rerph pe wee comrabl%no (mher action t4kop. . Sample wed roaaelyttd end rucmear Atswh PQ4 Dolt+ )4etd°d u us �O ^TP Aaelyep Pea IMr Loll Tata) Coltfamt 0.907 TNTC on (nivt, Amo A.r 0 s� 0.500 014. BPA 300.0 COV100m1 SM1192229 (<)0) 05/1/101 SCL 05/18/01 SKW ..s PJr1 P A„n LAI -161w S,ep—vl c�S p-sa�IPQ5-E. MUNICIPALITY OF ANCHORAGE Department of Health and Human Services On -Site Services Program 825 L Street, Room 502 P.O. Box 196650, Anchorage, AK 99519-6650 (907) 343-4744 ONSITE WASTEWATER DISPOSAL SYSTEM I WATER SUPPLY PERMIT Initial /142 / /OZe/a '4 I I /al /Oc@3:3 Date Issued: Aug 17, 2000 Expiration Date: Aug 17, 2001 Permit Number: SW000305 Parcel ID: 020-111-64 Legal Description: Mountain Vale, Lot 1A Design Engineer: 0041 AK Water & Wastewater Consultant Site Address: 8841 Paine Rd. Owner Name: Vaness Wilkinson Lot Size: 56787 SQ. FT. Owner Address: PO Box 111458 Total Bedrooms: 2 Permit Bedrooms: 2 Anchorage , AK 99511 - This permit is for the construction of, Disposal Field 0 Septic Tank Ej Holding Tank [:] Privy Q Private Well E] Water Storage All construction must be in accordance with: 1. The attached approved design. 2. All requirements specified in Anchorage Municipal Code Chapters 15.55 and 15.65 and the State of Alaska Wastewater Disposal Regulations (18AAC72 ) and Drinking Water Regulations (18AAC80 ). 3. The engineer must notify DHHS at least 2 hours prior to each Inspection. Provide notification by calling (907) 343-4744 ( 24 hours ). ( Not required for a Water Supply Permit only ). 4. From October 15 to April 15, a subsurface soil absorption system under construction during freezing weather must be either: A. Open and closed on the same day. B. Covered, sealed, and heated to prevent freezing. 11— jrr—OB SEE EAG /Wme f ghriCflE(% REV/SED DE576Ai vorr7 ANOV br, 2006, Received By: Issued By: • i : 1.• Date: ) —/ 7 -OD ALASKA WATER & WASTEWATER CONSULTANTS, INC. November 14, 2000 Municipality of Anchorage Department of Health & Human Services Division of Environmental Services On -Site Services Section P.O. Box 196650 Anchorage, Alaska 99519-6650 ATTN: DAN ROTH Ref: 2ND REVISION TO SEPTIC SYSTEM DESIGN: Lot IA, Mountain Vale Subdivision Dear Mr. Roth: A permit was issued by your department to install a conventional pressurized septic system on the subject property to serve a 2 bedroom house. The well has been drilled already. The protective well radii and the setback from the drainage ditch (along Paine Road) leaves an extremely limited space to put the septic system. Consequently, we are proposing to install an intermittent sand filter that is configured as a seven foot wide trench. I contacted Orenco Systems, Inc. in Roseberg, Oregon and they informed me that the shape of the ISF was not critical to the design. In fact they have designed numerous different configurations, from triangles to octagons. Attached is some literature provided by Orenco. All components of the ISF package will be the same as used with the standard kits that are provided by Anchorage Tank & Welding. The following is a summary of the proposed design: FIVE FOOT WIDE TRENCII ISF DESIGN: a. Percolation Rate: 13 & 20 minutes/inch b. Allowable application rate for the soil below the sand: 4 gallons/day/1%2 c. Allowable application rate for the sand filter: 2 gallons/day/f12 d. Number of Bedrooms: 3 e. Design Flow: 450 gallons per day f. Minimum Absorption Area: 225 ft2 f. Total Depth: 3.0 feet (max.) g. M.O.A. Approved Sand Filter: 2.0+ feet h. Effective Depth: 0.5 feet i. Width: 7 feet 6901 Debarr Road, Suite 2B * Anchorage, Alaska 99504 Ph: (907)337-6179*— Fax: (907)338-3246 * Website: akwwc.com I r j. Reduction Factor: N/A k. Proposed length: 32.5 feet long 1. Effective absorption area = 228 ft\2 The two trenches as proposed will serve as both the primary and reserve trenches. In short, it would only be necessary to install one of the trenches at this time. I am unaware of any adverse impacts this installation would have on adjacent wells or septic systems. If you have any questions, please contact us at 337-6179. Thank you for your consideration of this matter. .E., M.S. 6901 Debarr Road, Suite 2B * Anchorage, Alaska 99504 Ph: (907)337-6179*— Fax: (907)338-3246 * Website: akwwc.com NOTES, ----- , THE AIR COMPRESSOR SHALL DE LDCATED VITHIN THE BASEMENT OR THE GARAGE THE CONTRACTOR SHALL PROVIDE A 0-10 PSI PRESSURE GAUGE AT A LOCATION VNICH IS READILY ACCESSIBLE FROM WITHIN THE HOME. NOTE, A 30 PSI GAUGE VILL NOT VORK. THE AIR COMPRESSOR SHALL BE A THOMAS INDUSTRIES MODEL 3070, AS SUPPLIED BY AND40RAGE TANK. THE AIR LINE SHALL BE 1/2 MCH DIA HDPE 0 PIECE). INSULATED VITH V2 INCH FOAM PIPE WRAP eta VALUE). INSIDE A 2 INCH SCK40 PVC JACKET. THE LINE SMALL BE BURIED TO A MINIMUM DEPTH OF 3 FEET. THE CONTROL PANEL FOR THE STEP TAMC SHALL BE INSTALLED VITH A AUDIBLE/VISUAL INDICATOR ON THE OUTSIDE OF THE HOUSE \ SAND FILTER EIATHAT IS 3FOOT D PWIDE BY MAXMUM (OFEET N UPHILL DESIGN SIDE) oAIµSF3ETL o PROFILE (PACE 3 O). PROPOSED 1250 GALLON \ ` \ S.T.E.P. TANK WITH INTERMITTENT DOSING \ TIMER CONTROL PANEL \ I I \ WILLIAM B�iLENING. L.S. I I I \� I 100 FOOT CREEK SETBACK I I PER M.OJL GRID MAP' I I\ I I I I I //r -CULVERTS i 1 \--f---------- _�_ PAINE_ROAD DETAIL) �TH/2 INSULATED NR t-\.V I PROPOSED WELL (SEE NOTE) DITCH LINE WITH _\ SURFACE WATER._ VOTE: THE CONTRACTOR SHALL HAVE THE PROPOSED WELL LOCATION IHE 100 WELL RADII AND THE 100 FOOT DITCH UNE SETBACK FLAGGED 3Y A REGISTERED LAND SURVEYOR PRIOR TO CONSTRUCTION. •. .. OA, Y/ __. .. ... a ALASRA AVATER & «'ASTEN TATER CONSULTANTS, INC. 901 DEBARK ROAD. SUITE 29 • ANCHORAGE. AK 09504 • PHONE (907)327-0179' FAX 907}716-3246 REVISED 11/14/00 o ur "V4p p .`� . ... I ...• (MVI Q "'• ." •••••• �• Q re .A Ga ess.:' QO —79 i 0°� '' • �d auy�edproresslo�°�� 040000�� DRAWN BY: I.L.M. SCALE' 1 = 40' EPARED FOR: PHONE NUMBER: VANESSA WILKINSON 762-9100/345-8169 PAGE NUMBER: 2 OF 3 ;AL DESCRIPTION: MOUNTAIN VALE SUBDIVISION; LOT 1A 'E OF WORK: DESIGN OF PROPOSED WELL LOCATION AND SEPTIC SYSTEM. . - 32.5' LOWA— r ----------------------------------------I ISIR I O I a: I W I I 1 ----------------------------------------- 32.5' L REVISED DETAIL FlNAL GRADE ORIGINAL GRADE DISTRIBUTION LINES AfT ORIGINAL GRADE DISTRIBUTION LINES MT 0.3'+ of PEA GRAVEL i J tart et , 0.30+ of PEA GRAVEL •�. J [V .'f :•~w�l. .., ��. FFOD II.— 1 yah i'o, wr::::.:.�.•'.' j. Nm� J aE ZW4 �o Li=o - to- � N Q 3 � Z a 4+ FEET TO n o � rnm j^ o� ova o -o GROUNDWATER CLJ Z am �at` - do ao GROUNDWATER n DATE: 7/25/2000 000�OpO REVISED 11/14/00 c F Q c - ii.!'� �i/�• , DRAWN BY: p ��• . ... .:7 DO ALASKA R'ATrR S WASTENVATER SCALE. J.L.M. 0 CONSULTANTS, INC. �4oQ O ......... . ........... n 6901 DERARR ROAD. SU7E !B • ANCHORAGE. AR 99306 •PHONE (907),137179 - FAX 901USa-3260 N.T.S. t7 PREPARED FOR: PHONE NUMBER: PACE NUMBER: Q• .• Q VANESSA WILKINSON 762-9100/345-8169 3 OF 3 Q ; f e Gar ss,: Y LEGAL DESCRIPTION: a MOUNTAIN VALE SUBDIVISION; LOT 1A Q0o44'e .� 79s3 : �Foo� TYPE OF WORK: y�e�p�oleaalo�oV o� DETAIL DRAWING OF PROPOSED DRAINFIELDS 14ppp000�" ALTERNATE SITE I o i MONITORING TUBES (TYP.) FLUSHING VALVES DISTRIBUTION LINES. PIPE SIZE AND COVERS AND HOLE SPACING PER ANCHORAGE TANK/ORENCO SYSTEMS i 0 PRIMARY SITE I NOV_ 7-00_ TU 11:28_ OREHCO FAX H0. 541 459 2884 p• 1 Orenco Systems° Faxobi MMMMMUM Orenee Systems incorporated Date: November 7, 2000 911 A.%wrAvFrAiF To: Jeff Garness sunJAKORecos Company: Alaska Water and Wastewater n479 Fax N: (907) 338.3246 Phone N: (907) 337.6179 ,m,,,a,E FAII0 W7 From: Matt Converse M=HsW Subject: Sand Filter rAcsn&E No. of Pages: 2 154114SM& There are many different ways to size and configure intermittent sand filters. From a manufacturing point of view Orencn Systems; Inc. has standardized on several "standard" configurations. However, we have done numerous custom ISF designs, ranging from octagonal, triangular, and essentially sand lined trenches. I have enclosed a couple of examples that have been done in the past. The main things to remember when designing or approving sand filters are the hydraulic loading rate, uniform dosing, specific media gradation, and soil cover. The enclosed paper "Optimizing the Performance of Sant] Filter..." covers the majority of design considerations in sand filters. please feel free to contact me at (541) 913.1130 or via email mconverseLti9renc .corp. 1 apologize for the somewhat short response, but l am leaving for Arizona for the week. Please feel free to contact me at the above number though if you require additional information. our lax number is (541) 4594884. If you have any trouble receiving this fax, please call (541)459-4449. . o. r1.x,► �' o 101x48' Intermittent Sand Filter* with Pump Discharge c lfct faswt�rbw1vraleeuglo 1.25 GPD/FT. ro�o.a fa�+a�m►a.�altnen* ,sysm`"s N a 14 mwAy AV[mx y SlItlMK ORECON 1-1/4' Pvc tlanxafd 97479-9012 c m era 4' Class 125 Slotted PW Pipe TELEHNONE: o (1/4' wide slots 2-1/2'3 4' PW Lateral deep of 4' an center) / 1/8' dia. orifces) (s41) 459-44t9 FPCS&tM* Jo AR Pw Liner (541) 459-2884 T4 -Orrice Shield -00 f5' Jo - End Cap 10' Oca x ;z 0 Pump Basin Air Cal Sysfe Discharge Line rmm, oSl Effluent nushing lrohe Box Pumping System �N m TOP VIEW - JO'X68' PLWP DISCHARGE SAND FILTER SCAM r a OW Note. See addilbnof defois on EDN'-SF--S-J Patent 15.350.556 0 1908. Genco systems. Inc. Post4r Fax Note 7671 oa1°o_ Gaaea► To F- CoAepl. P'— 967-3-7;>-6 7 Phw a FantaFaaa 1 5'x60' Intermittent Sand Filter* with Pump Discharge t CW9-red for bedVlg rates tip to L 25 GPD/FT. 2 hterrmlten sand tater des(gn a3eAa Syatemsm 60' rat/,(' AV AtonlroRd �0ischorge Lb.,e EM Cop I Pump 80sin (note basin is t' oft center) From. OSI £!fluent PIK" System TOP VIEW - 5'X60' PUMP DISCHARGE SAND FILTER SULf.F • 8'-0' Acte. See odd-,'wvt detods on CM -1 -CF -S -i rlushnlg VoAr 6or Air Cod System pw Lateral 1/8' did. oririces) 4' Mss 125 Slotted PNC P,pe (1/4_wide dols 2-1/2' deep of 4' on center) lotenl j 5,36o.556 1998. O-enco Systems, tnc. EDW-ISF-56OL-2 Rev. 1.0 (11 /Oo) b 814 AMWAY AVENUE SJTKRM OREGON o 97479-9012 ,z n 'o TELEP401E: (54•) 459-4449 `ACSWE: (541) 459-2884 —Orir�ce Shield —JO A5! PVC Liner :1177 JO' 5' rlushnlg VoAr 6or Air Cod System pw Lateral 1/8' did. oririces) 4' Mss 125 Slotted PNC P,pe (1/4_wide dols 2-1/2' deep of 4' on center) lotenl j 5,36o.556 1998. O-enco Systems, tnc. EDW-ISF-56OL-2 Rev. 1.0 (11 /Oo) b OCTAGONAL GRAVITY SAND FILTER 4'PVCBOOT FLUSHING VALVE AND ENCLOSURE ORIFICE SHIELD 3/4' SCH 40 PVC LATERAL Wl/rdia.orifices) 4' CLASS 125 SLOTTED PVC PIPE (cut 1/4* wide slots 2-1/2' deep at 4' o.c.) 1-1/4' PVC MANIFOLD (class 200 minimum) PVC BOOT (size as required) Drawing OCT I o: Bottomless intermittent Sand Filter The dosing pump shag be an 0, lIp 0911 TOP VIEW - BOTTOMLESS SAND FiLTFR W PVC Liner From OS! rh - a fon 1-1/40 PVC Ak ' NOV- 7-00 TUE 11:29 AM ORENCO FAX NO. 541 459 2884 P. 5 OPTIMIZING THE PERFORMANCE, OF SAND FILTERS AND PACKED BED FILTERS THROUGH MEDIA SELECTION AND DOSING METHODS Harold L. Ball, P.E.1 More than 100 years ago sand filters were first used to treat wastewater in North America. Since the 1960s; , they have enjoyed a resurgence of interest and today sand filters are among the most successful methods for onsite wastewater treatment wherever high groundwater, poor soils, or other site constraints rule out conventional septic systems. Their capability for nutrient and pathogen removal, their low maintenance and power requirements, and their tolerance for periodic surges in loading rates make them practical and economical. Nevertheless, obtaining sand of the proper size, uniformity, and cleanliness has in some locations been a stumbling block in the spread of this technology. When sand filters are introduced into an area, sand meeting the required specifications may require long-distance transport if a local supplier is not willing to gear up to produce the small amount required for the fust few installations. To combat these costs, contractors may jointly guarantee the purchase of an amount of material sufficient to make its production cost-effective. One important caveat: relying on the ASTM C-33 concrete sand specification as a filter medium specification may be dangerous to a sand filter's health. When it's available, affordable, clean, and properly sized, sand is an excellent filter medium. It is not, however, the only alternative. In fact, sand filters are just one example of what is known, generically, as packed bed falters. Packed bed filters may use any of a variety of filter media, including sand, glass, slag, ceramic, plastic and even textile. Their success in treating wastewater depends largely on selection of the proper form and correct placement of the medium as well as on the dosing methods used in applying wastewater to the filter medium. To understand how filter media and dosing methods affect performance, it's instructive to review some of the conditions essential for a properly operating sand filter. (1) Harold L. Ball, P.E., President, Orenco Systems, Inc., Roseburg, Oregon ' HOV- 7-00 TUE 1130 AM ORENCO FAX 110. 541 459 2884 P. 6 THE HIDDEN LIFE OF A SAND FILTER As wastewater percolates slowly through the filter medium, physical, biological, and chemical processes remove contaminants. On the surfaces of the grains of sand or other medium grows a naturally -occurring, microscopically thin zoogleal film composed of large populations of bacteria and other microorganisms. As septic tank effluent flows over the surface of the zoogleal film, organic material contained in the wastewater is adsorbed onto the film where it becomes food for the bacteria. For maximum treatment, then, it is essential that all the wastewater have sustained contact with the film attached to the medium. And because the aerobic organisms in the zoogleal film need oxygen to live, it is also essential to maintain unsaturated flow conditions through the filter medium. Unsaturated flow and sustained contact are achieved by distributing the wastewater evenly over the surface of the filter medium and by keeping doses small and frequent over the course of the day. Even distribution also ensures that all of the filter medium is used, thus preventing clogging that can result when parts of a filter go unused and others are hydraulically and organically overloaded. Even distribution is best accomplished by applying septic tank effluent to the surface of the sand by means of uniformly spaced orifices (Fig. 1) that are drilled using a drill press or guide. Accurately sized orifices for uniform flows are nearly impossible to achieve when drilling "freehand" [Ball (1)]. Note that 3 inches (7 cm) of pea gravel is placed over the leveled sand to support the distribution manifold and to prevent depressions in the sand from forming under the orifices. An additional 2 inches (S cin) of gravel over the distribution manifold stabilizes it in position (Fig. 2). Even distribution is also dependent on the infiltrative capacity of the sand (or other medium), the rate of flow through the orifices, and the total volume of the dose. HOW MEDIA SIZE AND GRADATION AFFECT FILTER PERFORMANCE An ideal filter medium has both large surface area permitting wastewater maximum contact with the zoogleal film and sufficient pore space to allow aeration and unsaturated now. ' NOV- 7-00 TUE 11:31 AM ORENLO FAX NO. 541 459 2884 P. 7 To illustrate how particle size of a filter medium relates to the void or pore space between the particles, surface area and void volume were calculated for packed spheres of various sizes (Table 1). Note that the percentage of void volume remains the same Table 1. Surface area and void volume of packed spheres Compacted volume volds =35% Uncompacted Volume vofds =48 % Diameter mm Sphere Surface Volume, Area, cmm sq.mm Number Surface Spheres/ Area, cu.ft. sq.ftJcu.fL 0.3 0.01 0.3 1.05E+09 3192 0.55 0.09 1.0 1.70E+08 1741 1 032 3.1 2.83E+07 958 2 4.19 12.6 334E+06 479 3 14.14 28.3 1.05E+06 317-- 4 3331 503 4.42E+05 239 5 65.45 783 2.27E+05 192 Compacted volume volds =35% Number Spheres/ cult. Surface Arca, sq.ftJcu.fL 1.3E+09 3962 2.1E+0S 2161 3.5E+07 1189 4.412+06 $94 1.3E+06 396 5.5E+0S 297 2.8E+0S 238 even as the diameter of the spheres changes. While the surface area of a 0.3 mm diameter medium, for example, is much greater than that of 5 mm diameter medium, the size of the pores between the 0.3 mm diameter particles is much smaller and maintenance of unsaturated flow, therefore, would be more difficult to achieve. Sand from most sources contains a variety of grain sizes with smaller grains of sand filling in the pores between the larger grains. Sand filters benefit from this condition as surface area per unit of volume increases, but can suffer when pore size becomes too small for unsaturated flow to occur. In fact, sand filters have suffered where ASTNfs C-33 standard has been adopted unconditionally as the specification for sand filter medium. At first glance, the C-33 specification appears similar in size and uniformity to what is needed for a sand filter. Ifowever, C-33 sand has too large a percentage of fine particles to make it permissible for this use. Developed for the manufacture of concrete, the C-33 specification is designed to minimize voids. That runs counter to the objective for sand filters: sufficiently large pore space to allow ample oxygenation and unsaturated flow around the sand particles. 1 NOV- 7-00 TUE 11:31 AM ORENCO _ FAX NO. 541 459 2884 P. 8 Using sand or other granular media that falls within the C-33 size and gradation specifications may be appropriate, but only if the percentage of finer is carejt4lly controlled. The C-33 standard allows 0 to 12 per cent passing the number 100 sieve. Experience has shown that sand with 12 per cent fines lacks sufficient pore size for unsaturated flow, so that in a sand filter, dosing at a normal loading rate usually results in formation of a biomat that quickly plugs the surface of the sand. Any sample of sand filter medium tested by sieve analysis (ASTM -136) must also first be washed and sieved (ASTM -I 17) to accurately measure the percentage weight of the smallest particles which may not be separated in the ASTM -136 procedure. HOW DOSING AFFECTS PERFORMANCE The hydraulic loading rate (HLR) has long been the prime criterion for determining the size of an intermittent sand filter. The IiLR is the volume of wastewater applied daily to the sand filter divided by the surface area of the sand filter. If a hypothetical HLR were 1 gpd/ft2 (4 cm/day) then a wastewater flow of 100 gal/day (379 L) would require a sand filter 100 square feet (2.8 m2) in area. flow wastewater is applied to a sand filter is critical. Even distribution is best accomplished by many orifices, closely spaced. The liquid must not be applied too rapidly or saturated flow will occur and treatment will be compromised. For any given size and gradation of a medium, there is a maximum hydraulic application rate (IIAR = volume/dose) beyond which quality of treatment will diminish. Visualize an unusual packed bed filter: a 4•)ncb (10 cm) diameter column of golf balls being dosed with wastewater by means of an eyedropper. Each drop of liquid spreads itself into a very thin layer over one or several golf balls allowing for maximum contact with the zoogleal film attached to the balls. The result is the wastewater receives maximum treatment by the time it exits the filter. If the same column of golf -balls were to be dosed instead with a garden hose -sized flow of wastewater, most of the liquid would flow through the column without the zoogleal film contact required for treatment. Research at the University of California, Davis, during the past seven years, has confirmed that frequent doses (24 doses/day) and small volume doses significantly improve the performance of intermittent sand filters [Emrick et al (2). Darby et al (3)). ' NOV- 7-00 TUE 1132 AM ORENCO FAX NO. 541 459 2884 P. 9 MEDIA FOR PACKED BED FILTERS Sand is not the only medium useful for packed bed filters treating wastewater. Crushed glass, slag, crushed limestone, polyethylene pellets, polystyrene pellets, and closed cell foam cubes have all been shown to be capable of providing good treatment when used as media in packed bed filters [Swanson and Dix (4), Jowett (5), Weaver et al (6)J. The newest medium to show promise is a textile. At the third annual Oregon Onsite Wastewater Conference in March, 1997, Christiane Roy of Option Environnement, Qufbec, Canada, presented data resulting from several years of testing a textile medium in packed bed filters. The data indicated not only that treatment of residential wastewater by the textile medium is comparable to that of sand filters, but it is achieved with comparatively high hydraulic loading rates: 15 gpd/ft2 (60 em/day) for intermittent (single pass) filters and 30 gpd/ft2 (120 cm/day) for recirculating filters. Evaluation of the textile material reveals two significant features: (1) a very high surface area per unit of volume -5300 ft2/ft3 (17,900 m2/m3) for the textile vs. 1200 ft2 /ft3 (4000 m2/m3) for sand, and (2) a very large void volume—greater than 80 per cent for the compacted textile vs. 35 per cent for compacted sand. It's the complex fiber structure of the textile material that creates the extremely large surface area for biomass attachment. The compacted textile's measured field capacity—i.e., the water holding capacity, calculated as the volume of water retained after 30 minutes of draining divided by the total sample volume—is about 40 per cent. The corresponding hydraulic conductivity exceeds 4 in/see (10 cm/sec), a rate that ensures that solids are distributed throughout the depth of the medium, reducing the potential for solids accumulation and clogging of the top surface of the filter bed. In terms of treatment, the water holding capacity of the textile material appears to be the key factor. It has been shown that COD removal in the textile filter is related to the depth of the medium and to the retention time of the wastewater within the textile medium. Water retention is due primarily to capillary effects in the micropores of the textile's structure and to the height over which the capillary forces are exercised. Subdividing the filter bed into hydraulically independent layers optimizes the textile ' NOV- 7-00 TUE 11:32 AM ORENCO FAX NO. 541 459 2884 P. 10 material's hydraulic and capillary properties. Ultimately, the water holding capacity is determined by the type of textile material used and on the degree of compaction (Roy (7)]. Because the textile medium can handle a very high HLR, the filter can be relatively small. A 5 -foot (1.5 m) diameter by 2 -foot (0.6 m) deep layered textile packed bed filter can easily provide treatment for a single-family home. On a top surface area this small, a high pressure spray nozzle is ideal for distributing small doses uniformly. For nine months this textile material was used as filter medium in a monitored recirculating trickling filter fitted on a septic tank. The trickling filter has operated with various media since 1993 [Ball (8)]. The screened, untreated effluent from the septic tank prior to installation of the trickling filter averaged BODS of 125 mg/L and total nitrogen of 68 mg/L. BODS reduction accomplished by the trickling filter ranged from 84% for corrugated plastic to 90% for textile medium. Total nitrogen reduction ranged from 78% for the plastic and foam to 91% for the textile (Table 2). Table 2. Average Quality of Trickling Filter Treated Septic Tank Effluent Filter Medium BODS TN Pump Run Time corrugated plastic 20 mg/I. open -cell foam 18 mg/L textile 12 mg/L CONCLUSIONS 15 mg/L 6.Okwhr/day 15 mg/L 4.2 kwhr/day 6 mg/L 2.4 kwhr/day 1. The medium in packed bed filters, whether sand or another material, must meet these two requirements: a large surface area (W /ft3 or mr /m3) to maximize contact between the wastewater and the microorganisms that do most of the treatment, and pore space large enough to permit unsaturated flow to keep the microorganisms aerated. 2. Sand that meets the ASTM C-33 standard is not an appropriate sand filter medium unless the percentage of fines passing the number 100 sieve (ASTM C-136) added to the percentage of fines determined by ASTM C•117 is no more than 4 per cent. ' NOV- 7-00 TUE 11:33 AM OREHCO PAX N0. 541 459 2884 P.11 3. Treatment in a packed bed filter is optimized when doses are (1) evenly distributed over the top surface of the medium, (2) small in volume, and (3) fairly frequent. 4. A recently introduced textile medium for packed bed filters shows great promise. Thanks to the material's large surface area, large void volume, and water holding capacity, treatment is maximized even at very high loading rates. In a recirculating trickling filter the textile medium can reduce BODS and total nitrogen in septic tank effluent by 90%. REFERENCES 1.) Ball, E.S. Pressure Dosing: Attention to Detail. Proceedings of the Eighth Northwest On -Site Wastewater Treatment Short Course, Seattle Washington, pp. 153-166, 1995. 2.) Ernrick, R.W., R.M. Test, G. Tchobanoglous, and J. Darby. Shallow Intermittent Sand Filtration: Microorganism Removal. The Small Flows Journal 3, no. 1: PP• 12-20. 3.) Darby, J.L., G. Tchobanoglous, M.A. Nor, and D. Maciolek. Shallow Intermittent Sand Filtration: Performance Evaluation. The Small Flows Journal 2, no. 1: pp. 3-15. 4.) Swanson, S.W. and S.P. Dix. Onsite Batch Recirculation Bottom Ash Filter Performance. Proceedings of the Fifth International Symposium on Individual and Small Community Sewage Systems; St. Joseph, Michigan, pp. 132-141, 1987. 5.) Jowett, E.C. Field Performance of the Waterloo Biofilter With Different Wastewaters. Proceedings of the Eighth Northwest On -Site Wastewater Treatment Short Course, Seattle Washington, pp. 420-444,1995. 6.) Weaver, C.P., B.S. Gaddy and H.L. Ball. Effects of Media Variations on Intermittent Sand Filter Performance. Proceedings of the Eighth International Symposium on Individual and Small Community Sewage Systems; St. Joseph, Michigan, 1998. ' NOV- 7-00 TUE 11:33 AM ORENCO FAX NO. 541 459 2884 P.12 7.) Roy, C., Option Environnement, MontrEa], QuEbec; Personal communication, 1997. 8.) Ball, H.L. Nitrogen Reduction in an On -Site Trickling Filtcr/Upflow Filter Wastewater Treatment System. Proceedings of the Seventh International Symposium on Individual and Small Community Sewage Systems; St. Joseph, Michigan, p 499-503,1994. ALASKA WATER & WASTEWATER CONSULTANTS, INC. August 8, 2000 Municipality of Anchorage Department of Health & Human Services Division of Environmental Services On -Site Services Section P.O. Box 196650 Anchorage, Alaska 99519-6650 Ref: Well and Septic Design for Lot 1A, Mountain Vale Subdivision To whom it may concern: The proposed 2 bedroom house will be served by a private well and septic system. Test holes were excavated on the property in the are of the proposed septic system. The proposed septic system will be designed around the 30 foot radii of both test holes. We are proposing that a 1250 gallon S.T.E.P. tank and three (3) - five foot wide drainfields be installed. Comments regarding the proposed septic design are summarized as follows: 1. SOILS: Attached are logs which shows the soil classifications, groundwater monitoring, and the percolation test results. In TH#1, the soils below the organic layers are a GM/ML material to a depth of 5.5 feet and then the soils transitions to a ML material to a depth of 8.0 to 9.0 feet. At 8.0 to 9.0 feet the soils transitions to a SM material to a depth of 11 feet (bottom of test hole). In TH#2, the soils below the organic layers are a GM/ML material to a depth of 7.0 feet and then the soils transitions to a ML material to a depth of 8.0 feet (bottom of test hole). During excavation, small seeps were encountered at 6.0 and 9.0 feet in TH#1 and at 6.0 feet in TH42. The monitoring tubes have been checked several times and found groundwater to be at 5.7 feet in TH#1 and at 6.0 feet in TH#2 at there highest point. A percolation test for TH#1 was performed between the depth of 2.5 feet to 3.0 feet which had a percolation rate of 13.0 minute/inch. A percolation test for TH#2 was performed between the depth of 2.5 feet to 3.0 feet which had a percolation rate of 20 minute/inch. It is our opinion that due to the overall appearance of the soils, a application rate of 0.6 gallons/day/ft2 should be used. l 2. PRESSURIZED DRAINFIELDS DESIGN: a. Percolation Rate: 13 & 20 minutes/inch b. Allowable Application Rate: 0.6 gallons/day/ft2 c. Number of Bedrooms: 2 d. Design Flow: 300 gallons per day e. Minimum Absorption Area: 500 0 6901 Debarr Road, Suite 2B — Anchorage, AK 99504 — Ph: (907)337-6179 — Fax: (907)338-3246 E Total Depth: 3.0 feet (max.) g. M.O.A. Approved Sand Filter: 2.0+ feet It. Effective Depth: 0.5 feet i. Width: 5 feet j. Reduction Factor: 1.0 k. Minimum Length: 105 feet total length (2 @ 35 feet long each) I. Effective absorption area = 525 ftp The trenches are to be pressurized. The distribution line is to be 1-1/4 inch diameter schedule 40 pvc with 1/4 inch diameter holes spaced every 42 inches (holes faced downward). There is to be a total of 30 holes (10 holes in each lateral). 3. SURFACE WATERS: There are no surface waters within 100 feet of the proposed upgrade. 4. TOPOGRAPHY: As can be seen on the attached design, the average topography in the area of the proposed septic system is a 15 to 30 percent slope running from approximately east/southeast to west/northwest; in short, there are no slope concerns. The trenches are to be installed parallel to slope contours. I am unaware of any adverse impacts this installation would have on adjacent wells or septic systems. If you have any questions, please contact us at 337-6179. Thank you for your assistance. E., M.S. NOTE: Attached is a site plan drawing, a design drawing, two soils logs, a topographical site plan, and a 7 page construction specification letter which are all part of the design package for this septic system. 6901 Debarr Road, Suite 2B — Anchorage, AK 99504 — Ph: (907)337-6179 — Pax: (907)338-3246 � II II ♦\LOT 17 ��\` \` ♦♦ \\♦♦♦ ♦♦\\ CINERAMA TERRACE S/D I I I �_ --------�----- —� -----�L �+ �VACANf ----------------—i----- r------------K— oI . ---- \ / I z00• A�e 1 � iLOT 2A r �f 11 1111 \ d MOUNTAIN VALE S/D % YI, 1I1 nyyW \ / ALTER TE SITE a PROPOSED SEPTIC l11fCS / (SEE DESIGN. PACE 2 OF Z) ' LOT 3 ♦ ` MOUNTAIN VALE S/D I i \\ TMT I 1 1 � `1♦ \\------T — #Z I\♦ O\ it I I \ If I \ 11 1 1 1 I ED 1 I I PAINE ROAD \ 2 BEDROOM 1_—_—_- -------------------- —1------Hous \ , - - - - - - - ------------ ----- ------ II-------- 1 1 ♦ �� I �r 11 CDEVELAPED LOT 2 KING HEIGHTS S/D \\�\ ♦\\ \\\ \\ I I I 1 \ \ � ♦ I I II II LAT 1 \ \ ♦\ I I tl KING HEIGHTS S/D \ ♦ I I I \ \\ \ I I 11 I I DATE: 8/8/2000 e. _...0 111j• _:..��- . n DRAWN BY: �J •• •�l'4 c-' ALASKA NVXFE4 R & WASTEWATER SCALE.' "' CONSULTANTS, INC.* 1� M - , i,u• • . ..uuo. .......... evol ceeara conn, surf za • ANCHORAGE, AK 9954. • "HONE rooruerenv • FAX roorueeazne 1 — 100 /V. PREPARED FOR PHONE NUMBER: PACE NUMBER: VANESSA WILKENSON 762-9100/345-8169 1 OF 3�� ey A. Ccrness,- ? LEGAL DESCRIPTION: I ems•• CE-7953 MOUNTAIN VALE SUBDIVISION, LOT 1A 4\ ' TYPE OF WORK: ro(esalooa SITE PLAN FOR PROPOSED WELL AND SEPTIC SYSTEM �v^,�,�. 1 PROPOSED PRESSURIZED DRAINFIELDS. )1t EXCAVATE THREE TRENCHES THAT ARE 3 FEET DEEP MAXIMUM BY 5 FEET WIDE BY 35 FEET LONG EACH 105 FEET \ TOTAL LENGTH). ADD 2 FEET OF M.OA APPROVED LEVELING SAND AND THAN 0.5 FEET OF CLEAN, WASHED SEWER DRAINR-INCH CSCK. THE I4 H TO BE0 PVC WITH 14 INCH DIAMETER HLES SPACED 42 \ \ INCHES ON CENTER. THE TRENCHES ARE TO BE INSTALLED PARALLEL TO CONTOURS. (SEE DETAIL DRAWING; PAGE 3 OF 3) \ 11 \ II \ PROPOSED 1250 GALLON �0 S.T.E.P. T K I � I I \ CREEK LOCATION PER I / WILLIAM B. FLENING, LS. I 14 \ I 100 FOOT CREEK SETBACK I / PER M.OA GRID MAP I I / I I 1 CULVERTS i i I Qepe \-�---------- \\ I I IPROPOSED WELL T\\\ \ DITCH LINE WITH (SEE NOTE) —\ SURFACE WATER.— — IOTE: THE CONTRACTOR SHALL HAVE THE PROPOSED WELL LOCATION HE 100 WELL RADII AND THE 100 FOOT DITCH UNE SETBACK FLACCEC IY A REGISTERED LAND SURVEYOR PRIOR TO CONSTRUCTION. I ALASKA R'ATKR & WASTE NVATRR SCALE: ' ' ' o * :y CONSULTANTS, INC. 1 = 40� 0 ""' .. """"' "" 6901 OEBARR ROAD. 3WTE 2B • ANCHORAGE. AK 99304 • PHONE 90])331-119 • FAX 07)338-3246 PREPARED FOR: PHONE NUMBER: PACE NUMBER: VANESSA WILKINSON 762-9100/345-8169 2 OF 3 Q fr A. 3*SY LEGAL DESCRIPTION:QO� aJ ••. -7953 : • •`FG MOUNTAIN VALE SUBDIVISION; LOT 1A 0 °mss 6°per TYPE OF WORK: 0 WP�of°sslo�a c DESIGN OF PROPOSED WELL LOCATION AND SEPTIC SYSTEM. �0�40�000� ALASKA WATER & WASTEWATER CONSULTANTS, INC. SOIL LOG — PERCOLATION TEST LEGAL DESCRIPTION: MOUNTAIN VALE SUBDIVISION; LOT 1A PERFORMED FOR: DARRELL KROUCK DATE PERFORMED: 8/20/99 ePTtl et TEST HOLE #11 1 ORGANIC (NORTH HOLE) 7 ML e 9 10-1SM (SILTY) 11 B.01L 12- 13 14 15 16 17" 19 20 COMMENTS: DEPTH TO GROUNDWATER rSOIL SEEPS O 6' & 9' 8/20/99 CLASSIFICATIONS 8/23/99 6.2' 8/30/99 6.0' 7/17/00 •' rGPImmoML 1 2:26 — 6' — r 2:56 will u�m�iGMiiia.CL I o 2:56 — / GCNNH • SITE PLAN 1 1 I SW MH 1 1 6' — Y I SP CH 3 11/16' 2 5/16' PAINE u�rts;�a'e • — — vRoaosED 2 BEDROOM �.�SC 7 ML e 9 10-1SM (SILTY) 11 B.01L 12- 13 14 15 16 17" 19 20 COMMENTS: DEPTH TO GROUNDWATER DATE SEEPS O 6' & 9' 8/20/99 7.0' 8/23/99 6.2' 8/30/99 6.0' 7/17/00 ALTERNATE \\ CLOCK TIME TN/1 �( I \ .\ %.\ PRESOAKED 4+ ri/ I TMrz 1 2:26 — 6' — 2 2:56 will 3 3/16' I o 2:56 — / — 4 SITE PLAN 1 1 I NI I' = 100' 1 1 6' — Y I 3:57 30 3 11/16' 2 5/16' PAINE ROAD 1 — — vRoaosED 2 BEDROOM DATE READING CLOCK TIME I NET TIME (MINUTES) I WATER LEVEL I READING NET DROP (INCHES) 8/23/99 PERC. HOLE WAS PRESOAKED 4+ HOURS PRIOR TO TESTING 1 2:26 — 6' — 2 2:56 30 3 3/16' 2 13/16- 3 2:56 — 6' — 4 3:26 30 3 5/8' 2 3/8- 5 3:27 — 6' — 6 3:57 30 3 11/16' 2 5/16' PERCOLATION RATE 13.0 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) I TEST RUN BETWEEN 2.5 FT. AND 3.0 FT. PERFORMED BY ALASKA WATER & WASTEWATER. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFQRMtD IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON ALASKA WATER & WASTEWATER CONSULTANTS, INC. SOIL LOG - PERCOLATION TEST I LEGAL DESCRIPTION: MOUNTAIN VALE SUBDIVISION; LOT 1A PERFORMED FOR: DARRELL KROUCK DATE PERFORMED: 8/20/99 (i •1 TEST HOLE #2 ORGANICS 1 (SOUTH HOLE) ML 11 12 13 14 15 16 17 18 19 COMMENTS: DEPTH TO GROUNDWATER DATE SEEPING O 6' 8/20/99 SOIL CLASSIFICATIONS 8/23/99 5.7' 8/30/99 6.3' GW •- r 11 1 �;1ML 1 r SITE PLAN 1 1 N I z Ilrlll.ilGM///%CL 4 30 PROPOSROOED PAINE ROAD , GC OL — — — —HOUSE 6' — 4 51 30 4 1/2' 1 1/2- 0 CH 3:29 r 6' — �il1111S! • 3:59 30 4 1/2' 1 1/2' .�. Sc moon ML 11 12 13 14 15 16 17 18 19 COMMENTS: DEPTH TO GROUNDWATER DATE SEEPING O 6' 8/20/99 6.1' 8/23/99 5.7' 8/30/99 6.3' 7/17/00 \ \ 100• WELL R'lwli PROPOSED' SEPTIC 1 S ALTERNATE TH+T I NET DROP (INCHES) I TN/z PRESOAKED 4+ HOURS PRIOR TO TESTING 11 I <I 1 — SITE PLAN 1 1 N I z I' = 100' 1 1 Y I 30 PROPOSROOED PAINE ROAD , 2 BEDM — — — —HOUSE DATE READING CLOCK TIME I NET TIME (MINUTES) I WATER LEVEL READING NET DROP (INCHES) 8/23/99 PERC. HOLE WAS PRESOAKED 4+ HOURS PRIOR TO TESTING 1 2:27 — 6. — 2 2:57 30 4 1/8' 4 7/8- 3 2:58 — 6' — 4 3:28 30 4 1/2' 1 1/2- 5 3:29 — 6' — 6 3:59 30 4 1/2' 1 1/2' PERCOLATION RATE 20 (MIN./INCH) PERC. HOLE DIA. 6 (INCHES) TEST RUN BETWEEN 2.5 FT. AND 3.0 FT. PERFORMED BY ALASKA WATER & WASTEWATER. I, JEFFREY A. GARNESS, CERTIFY THAT THIS WAS PERFOVMVD IN ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON Sent By: Alaska Water and Wastewater Con; 907 338 3246; Nov -14-00 15:54; Page 2/2 OWNER MAINTENANCE AGREEMENT WASTEWATER DISPOSAL SYSTEM This agreement, dated '/ , 200fg is made between the Municipality of A4 horage D artment f ealth and I vices DHHS) and property owner(s) of > fyi This agreement is made 'or the purpose of maintaining an on-site wastewater disposal system on the subject property. The property owner(s) airee to the following: The property owner(s)ill have an annual inspection of the system performed by a registered professional engineer. is inspection shall verify that all effluent and air pumps, timers, and alarms are functioning a designed. Any deficiencies shall be corrected and the engineer's statement that the syste is functioning as designed shall be filed annually with the DHHS. V`�12A Property Owner Name �i Sum of Alaska aQTApp:? — Judicial District 78;ral 5S. PUBLIC On this /day of /V O Je-"ALae in the w� --- �4• year o 00 , before me, the undersigned notary /FOF p19 •' �,�� public, personally appeared: i ptf"� \\ -• sea [��•/ jn<en known to membe �///J/11111111\ the person(s) whose name(s) Ware subscribed to the within instrument and acknowledged that he/she/they executed the same for the purposes therein contained. In witness whereof, 1 hereunto set my hand and official seal. _ Notary Pubtic'(signature) / (Notary's printed name) My commission expires: OzAg ..a t. Za, Zocyl Municipality of Anchorage Development *Services Department Building Safety Division" Onsite Water & Wastewater Program 4700 South Bragaw St. P.O. Box 196650 Anchorage, AK 99519-6650 - www.cl.a nchorage.ak us (907)343-7904 CERTIFICATE OF HEALTH AUTHORITY APPROVAL FOR A SINGLE FAMILY DWELLING Parcel I.D. 020-111-64 HAA# 1. GENERAL INFORMATION Expiration Date: C/ Complete legal description LOT 1A MOUNTAIN VALE Location (site address or directions) 8841 PAINE RD. • ANCHORAGE AK 99516 Current Property owner(s) VANESSA WILKINSON - Day phone 762-9100 Mailing address Lending agency, Mailing address Real Estate Agent Mailing address 8841 PAINE RD, ANCHORAGE AK 99516 Day phone Unless otherwise requested, HAA will be held by DSD for pickup. 2. NUMBER OF BEDROOMS: 2 3. TYPE OF WATER SUPPLY: Day phone TYPE OF WASTEWATER DISPOSAL: Individual Well 0 Individual On-site Individual Water Storage ❑ Individual Holding tank ❑ Community Class Well ❑ Community On-site ❑ Public Water System ❑ Public Sewer ❑ The Municipality of Anchorage Development Services Department (DSD) Issues Certificates of Health Authority Approval (HAA) based only upon the representations given in paragraph 5 by an Independent professional civil engineer registered in the State of Alaska. Certificates of Health Authority Approval are required for the transfer of title (except between spouses) for properties served by a single family on-site wastewater disposal and/or water supply system. DSD also Issues HAAs upon request to homeowners. Certificates of Health Authority Approval are valid for 90 days from the date of Issue for properties served by a private or Class C well and may be reissued with new water sample results less than 30 days old. (Certificates may be reissued for a period of up to one year with valid water samples.) Certificates are valid for one year for properties served by Class A or B wells or a public water system. The Municipality of Anchorage is not responsible for errors or omissions in the professional engineer's work. 4. STATEMENT OF INSPECTION BY ENGINEER As certified by my seal aHbted hereto and as of the validation date shown below, l verify that my Investigation, based on procedures outlined In the Health AuthorityApproval Guidelines for this application, shows that the on-site water supply and/or wastewater disposal system Is(are) safe, functional and adequate for the number of bedrooms and type of structure Indicated herein. I further verify that based on the Information obtained from the Municipality of Anchorage tiles and from my Investigation and Inspection, the on-site water supply and/or wastewater disposal system is(are) in compliance with all applicable Munlclpal and State codes, ordinances, and regulations in effect at the time of installation. Name of Finn ALASKA WATER & WASTEWATER CONSULTANTS, INC. Address 6901 DEBARR ROAD. SUITE 26 ' ANCHORAGE, AK 99504 Engineer's Printed Name JEFFREY A. GARNESS, P.E. Engineer's Comments: In conducting this evaluation, AWWC, Inc. attempted k provldo a thorough, conscientious engineering analysis of the system In accordance with ADEC and MOA DSD Guidelines & Regulations. The reported results described the performance of the system under the conditions encountered at the time of the tart and separation distances measured to readily Identifiable feature& The operational life of all wails and septic systems depend on the kcal sells condition, groundwater levels that may fluctuate during the year, and the water usage of the family being served by the system. These conditions are outside the control of the evaluator of the system. Satisfactory test results do not guarantee future performance of the system, nor do they guarantee that there are no hidden defects or encroachments. AWWC, Inc. can therefore not provide any warranty or future estimate of how long the system will continue to meet the operational requirements of the ADEC or MOA DSD. The content of this report Is for the sole benefit of the owner listed above. Any reliance upon or use of this report by any other person orparty Is not authorized, nor will it confer any legal right whatsoever. S. DSD SIGNATURE ✓ Approved for bedrooms. Disapproved. Conditional approval for bedrooms, with the illowing Attachments' HAA Checklist Septic System Advisory Well Flow Advisory Phone 337-6179 Date%�Xi Manitenance Agreements Supplemental Engineer's Reort Other O.F. ��4.•'' •••,0 ON-SITE WATERAND WASTEWATER :• PROGRAM By: Original Certificate Date: 6 (Re,. two) Municipality of Anchorage ' Development Services Department Building Safety Division Onsite Water & Wastewater Program 47W South Bragaw St. P.O. Box 198850 Anchorage, AK 99519 -BOW www.c.ancho. ge.ek.us (907)343-7904 HEALTH AUTHORITY APPROVAL CHECKLIST Legal Description: MOUNTAIN VALE SUBDIVISION; LOT 1A Parcel ID: 020-111-64 A. WELL DATA Well type PRIVATE If A, B, or C provide PWSID# N/A Well log (Y/N) YES Date completed 10/25/00 Sanitary seal (Y/N) YES Wires properly protected (Y/N) YES Total depth 83* ft. Cased to 83' ft. Casing height (above ground) 18+ in. FROM 2W ALL LOG AT INSPECTION Date of test 11,/Q /00 Statio water levet 27' ft, ft. Well production 10 g,p,m, 9 - p.m -WATER SAMPLE RESULTS: Coliform 0 colonies/100 ml. Nitrate 0.907 mgA. Other bacteria 0 colonies/100 ml. Date of sample: 5/17/01 Collected by: AWWC, INC. S. SEPTICIHOLDING TANK DATA Tank Type/Material STEEL Date installed 11/00 Tank size 1250 gal. Number of Compartments E Cleanouts (Y/N) YES Foundation deanout (Y/N) YES Depression aver tank (YIN) NO High water alarm (YM) YES Date of pumping N/A Pumper N/A C. ABSORPTION FIELD DATA ow FINAL Gwd Z. 5 Date installed 11/00 Soil rating .p.d. r ft'/bdrm) 4 System type =CC= Length 32.5 ft. Width 7 Gravel below pipe 0.3 ft. Total depth 2s+ ft. Eft. absorption area227.5 ft' Monitoring tube YES Depression over field NO Date of adequacy test Results (Pass/Fall) Fluid depth in absorption field before test_ in. Wort Elapsed Time: _ min. in. Absorption rate >= New depth _in. treatment (past 12 mo.) (Y/N & type) If yes, give date 9.p -d. D. LIFT STATION Date installed t 1 /00 Size in gallons 1250 Manhole/Access (Y/N) YES Water main N/A "Pump on" level at TIMER in. 'Pump ofP level at TwER in. High water alar level at 45 in. Driveway, parking/vehicle storage 10'+ Datum BOTTOM OF TANK Cycles tested N/A Meets alar & circuit requirements? YES E. SEPARATION DISTANCES SEPARATION DISTANCES FROM WELL ON LOT TO: Septic tank/Iift station on lot 100'+ Absorption field on lot • 100' Public sewer main N/A Sewer /septic service line 25'+ On adjacent lots 100'+ On adjacent lots 100,+ Public sewer manhole/deanout N/A Holding tank N/A SEPARATION DISTANCES FROM SEPTIC/HOLDING TANK ON LOT TO: Building foundation 5'+ Property line 5'+ Absorption field 5'+ Water main N/A Water service line 10'+ Surface water • 100' Wells on adjacent lots 100'+ SEPARATION DISTANCE FROM ABSORPTION FIELD ON LOT TO: Property line 10'+ Building foundation 10'+ Water main N/A Water service line 10'+ Surface water • 100' Driveway, parking/vehicle storage 10'+ Curtain drain NONE KNOWN Wells on adjacent lots 100'+ F. COMMENTS *PROPERTY OWNER HAD SETBACKS FLAGGED BY A REGISTERED LAND SURVEYOR G. ENGINEER'S CERTIFICATION I certify that 1 have determined through field inspections and e'.. If review of Municipal records that the above systems are in conformance with MOA HAA guidelines in effect on this date. ....... ..... e e . Gorn s: Engineers Printed Name JEFFREY A. GARNESS a+'•, C 7953 er�d, . r¢ Data S�3/�o/ 44Profesaaoao8 M HAA Fee $ V YJ . Date of Paymentt441161 Receipt Number 5 (Rev. 12100) Waiver Fee $ Date of Payment Receipt Number