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Home My WebLink About1993-08-09 Septic System Design ReportS-P TESTING, INC. Mary Jane Evans 3060 Farview Lane Orono, Henn. Co., MN Steven B. Schirmers — MPCA Cert. No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566 August 9, 1'")3 This On -Site Sewage Treatment System is Designed for a Type 1, four bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. This site has an existing non -conforming system due to the 'bottom of the treatment area being less than 3' from the hig'Zest known water table, mottled soil. The existing tanks may be used upon approval by the local Inspector. The soils at a depth of 12" have a percolation rat? averaging 23.7 min inch. A pumping chamber w;.:l need to be installed to lift the effluent to the treatment area. The manifold and supply line pipe must have back drainage to the pumping chamber. The distribution pipes shall have their ends capped. Be sure the rock and sand fill material are clean. The sod layer below the entire mounded area must be turned over, just break up the sod, be sure not to over l.,ork . The power supply and switches must be located outside the manhole and pumpLi,q chamber in a weather proof enclosure. A warning device must be installed with a light ani sound device, this is in case of a pump failure. Mercury floats are a good method. All neighboring wells are located greater than 75' away from the proposed treatment area. Keep all heavy equipment off of the proposed treatment area before and after construction. The treatment area should be marked off before construction. This Desiqn is not valid & the System will need to be relocated if failure to protect the areas proposed for On -Site Sewage Treatment occurs. CONT'D Mary Jane Evans 3060 Farview Lane Orono, Henn. Co., MN (2) With proper installation and maintenance, this system should have no problem in treating septic effluent effectively. Nothing other than gray water, (laundry, showers, etc.) human waste & toilet tissue should be disposed of into the septic tanks. Garbage disposals are not recommended. Smaller amounts of laundry soaps, dish soaps, cleaning agents, etc. are better for the system. Antibacterial soaps & chlorine agents may kill the bacteria needed to treat septic effluent properly. Additives are not recommended, they may cause harmful damage to your system. Recommend to pump & clean your tanks by a certified pumper every year if you have 1 tank & every 2 years if you have 2 tanks to insure proper maintenance. Stever. B. Schirmers pS SBS/ds MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FL01I" Estimated :r^r gpd (see pages D-7 or I-3, 4, 5) or measured — gpd x 1.5 = --- B. SEPTIC TANK LIQUID VOLUMES gallons (see pages C-3 or C-5) C. SOILS (refer to site evaluation) 1. Depth to restricting layer = = inches 2. Depth of percolation tests = ,' — inches �. Percolation rate a ? . mpi Land slope a % D. ROCK LAYER DIMENSIONS 1- Multiply flow rate by 0.83 to obtain required area of rock layer: Daily Flow x 0.83 = ( c(o gpd x 0.83 sq. ft./gpd so. ft.-4 is 15L+I 2. Select width of rock layer (10 feet or less) _ / G ft. 3. Length of rock layer = Area + Width = 5 Lt , sq. ft. + ft. _ ft. E. ROCK VOLUME I. Multiply rock area by rock depth to get cubic feet of rock; c� SC fl. x �� ft. = ,-^-i cu. ft. 2. Divide cu. ft. bt .>.7 cu. ft./cu. yd. to get cubic yards; CU. ft. + 27 = ' I cu. yd. F. 1 2 3. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; cu. yd. x 1.4 ton/cu. yd. = ;. tons. ADSORPTION WIDTH - L /- _ + , Percolation rate in top 12 inches of soil is mpi Select allowable soil loading rate from table on page E-; '- gpd/ft2 Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20gpd/ ft2+ , gpd/ft2= Check this value on paSt, E-16. Multiply adsorption width ratio by rock layer width to get required adsorption width; x _ft=- ft Estimated Sewage Flows in Gallons pta dry (gpd) Nurribc Of Type 1 Type tl Type III Typc Iledroorns I y. 2 300 225 180 3 450 300 219 W% 4 5 600 750 375 450 256 294 d'kr -W.. 6 900 525 332 lr a1. 1lut 7 1050 600 370 R 1200 675 408 I ono Sgtk Tomb Cap of e, iw a•Ibw. N-umbsat Kn,rnw I.,qud I.,gttdc•p."yriN tldn>om/ Capacdy swbW dup- 2 a k•• 750 1125 3w4 109) Ism 4 a 6 IS110 2230 7, 9 at 9 20[al 71Rat a•ar 9 ...... Rock Bed r�•irrrrrrrrrrrr \•\ \ \•\•\•\•\ \•\ \ ti•�•%.% \,\•\•�s i•r•r•r•r•r.r.r•r.r•r •r•r•r•r�r~r�r�r•r•r.•r•:tir~ftir 1 Length --� Absorption Width Sizing Table Paro►s0on hate m MtnWes ptr Inch IMP I) Soil Testurt Gallons per day per sy-arc fuM Ratio of Atw m moon width k, Rock L.yrr Wrhh PaVtt than 0 1 • Course Sad - ... . 0.1 10 5 Ssrtd 1 20 1 Oil 0 1 10 5 •• Fine Sand •• 0 60 2 W 6 10 15 Sandy Learn 0.79 1.52 16 b 10 Loarn 060 2 IN) 31 to 43 Silt Lam0 2X1 46 to 60 Clay Loan : D 45 2 67 60 to 121) Clay 024 5 tt0 Slower than Clay ..... 120••• 'G. DOWNSLOPE DIKE WIPTl 1 I. if landslope is 2.9 percent or less, Basal width includes both the upslope and downslope dike widths, 2. Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation _ . %- feet b. Multiply rock layer width by landslope to determine drop lye in elevation; Slope Difference x `% + 100 = feet c. Add depth of clean sand depth of clean sand for au M ,� w,— separation at upslope edge (2a) to depth of rock layer to .,....� rock depth and the depth of cover to find the total mound height at upslope edge of rock layer; ft + 1 ft + 1 ft = 4. c. feet d. Enter table on page bottom with landslope and upslope dike ratio. Select dike multiplier of e. Mult;ply dike multiplier by upslope mound height to get upslope dike width: -: -, x = /_5' feet f. Add the depth of slope difference (2b) to the upslope height to get the downslope height 4 L) + e = 4 . z feet g. Enter table on page E-18 with landslope and downslope dike ratio. Select dike multiplier of 4 ,., , h. Multiply dike multiplier by downslope mound height to get downslope dike width: - x - _ __L�1_ feet i. Mininmum mound width is the sum of upslopl? dike width plus rock layer width plus downslope dike wildth; It L ft + ft + ft = feet j. Subtract the Minimum width G.i from the Absorption width FA to find the Additional Downslope required for Absorption ft- - ft = feet UPic k. Add the Additional Downslope required for Absorptio: to the downslope dike width and recalulate the Total Mound Width which is is the suns of upslope dike width plus rock layer width plus downslope dike width ' ft + ft + ft = - feet 1. Total mound length is the sum of upslope dike width plus rock layer length plus upslope dike width; ft + ft + ft = feet ----Tohllen6lfi `� _ r' I 31 41 awns 7j 51 61 71 31 41 — ps opc SI 6.1 7.1 91 • w,p, 0 31) 40 50 60 7u 311 {o So 60 7-0 90 1 319 {17 526 63tl 7%3 741 36*1 476 S66 65{ 741 2 3 19 { 1� 5 5n 6 tl7 6 14 1 V 3 70 {.54 S-36 614 6910 3 3 JO {S6 S 66 7 32 6 66 27, 357 {.15 $01 S.74 6.65 { 341 {76 62S 71ry 972 2M 365 417 {M S66 606 5 353 Sao 667 6 57 10 77 2 61 7 13 4 00 { 62 5.19 S 71 6 366 526 714 938 1207 2S{ 323 3A5 461 403 SAI 7 310 $36 7 69 103{ 13 73 248 3 12 370 {.23 4.70 S 13 { 395 SU 111 1156 1591 2Q 303 3.57 {0; {{9 y 9 { 11 625 It I10{ itl 92 216 2 W 345 3.so {.30 :1 10 {29 667 11(0 I500 23393 231 2M 3.33 3.7s {.12 {M 7.14 11 11 1765 3043 2 26 2 76 3.23 3.61 3 9S { 26 12 {b9 7.69 1250 2143 4175 221 270 312 3.0 3S0 {.0s Dl �.1 3 m 3 � -3 UD C rn VI III - nA ar tj . n 0 ? r O -� � -w o o fN''�333 1.n n So O � N 41 3 3 3 3 3 p r£o C N yl N A II- M ` I •� � �Y m .i rl� ri� m In rn g� y � t s f (N O r W O m r— m D A O Z a LA La ol v n �S `09 ' o o n I 1,• 0 Mr �o n :c C a iv n n 0 a :L c rt ID fA Qa x (p i K G o a e, 0 o IT 0 Pi a X - r• 7 a n 1 EM --t k -. A. Deleratine pump capacity: Gravity Distribution 1. Minimum suggested is 600 gallons per hour (10 gpm) to stay ahead of water use rate. 2. Maximum suggested for delivery to a drop box of a home system is 2,7W gallons per hour (45 gpm) to prevent build-up of pressure in drop box. Pressure Distribution 3. a. Select number of perforated laterals b. Select perforation spacing = ft. c. Subtract 2 ft. from the rock layer length. 1gtC'TZ - 2 ft. _ I - It. d. Determine the number of spaces between perforations. Length pert. spacing = _ ' ft. + ' ft. _ I - spaces e. 1 % spaces + 1 = perforations/lateral f. Multiply perforations per lateral by number of laterals to get total number of perforations. sir. x �_ J perforations. g- � x Wwrpm _- gpm. SELECTEU PUMP CAPACITY gpm E. Determine head requirements: A. Elevation difference between pump and point of discharge. feet 2. If pumping to a pressure distribution system, add five feet for pressure required at manifold feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from table. F.L. - . ,,- ft./100 ft of pipe b. Determine total pipe length from pump to discharge point. Add 25 percent to pipe length for fitting loss, or use a fitting loss chart. Equivalent pipe length -1.25 times pipe length = q _ x 1.25 - - feet C. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivale-,i pipe length. Total friction loss = _ x +100 = feet 4. Total head required is the sum of elevation difference, special head requirements, and total friction loss. _ + + _ (11 (2) 430 TOTAL HEAD feet C. Pump selection 1. A pump must be selected to deliver at least _ gpm (Step A) with at least feet of total head (Step B). ENO PENrORA110N OF A PEWORArM LATERAL an. Cam T.aaa `� aw ts� , l,wu M ONMa1M iMrk to 1w Y�i W�w� r � owwN rn.r ' - FUNW611ma combo Nruu.�.ar mac :e an" urr Edge Par' - bw"d of ra Some •are stun r L..w arwr. Prrr,e see ar TABLE OF PERFORATION DISCHARGES IN GPM Head Perforation diameter (rohs) 1.0a 036 074 13 0.69 0.90 2.Ob 0./0 144 23 ON 1.17 3.0 0.98 122 4A 1.13 1.47 SA 1.26 IAA aUa IA foot of Mad lot seaider�tlal yalnna. bUn 2A tat of Mad for other ashbba wwob Pipe Length i Point of DDisch e Elevation Diffexer m DINAMP F-18b I .s inch 2.0 inch 3.0 inch am Riai'w ter par 10D R at Pip 10 0.69 0.20 12 0.96 0.28 14 1.28 0.3" 16 1.63 0.4r. 18 2.03 0.60 20 2.47 0.73 0.11 25 3.73 1.11 0.16 30 3.23 1.55 0.23 35 7.90 2.06 o.30 40 11.07 2.64 0.39 45 14.73 3.28 0.48 so 3.99 0.59 ss 4.76 0.70 60 5.60 0.92 ' L�.l•. i•1 fir: ••� •• (i1. ! :. I ,;> i I t;:! f,•t: Location -or Project Mary Jane Evans, 3060 Farview Lane, Orono Borings made by S-P ;'estina, Inc. Steve Schirmers Date 8-5-93 Classifiction Sy3tem: AASHO USDA-SCS X ; Unified Otl.er Auger used (check two) : Uavju _a , or Power_—, Flight or Buckot X Depth, Boring number_ 1 Depth, Boring number 2 in in - — feet Surface elevation_ 97.4 feet Surface elevation 97.7 Topsoil dark brown loam 0 - opsoi 0-_ 4" d rc sr3wn loam 0 - 6" — 1 _ Brown clay loam 1 _ Brown clay loam 6" - 1-1/2'-M T 2 _ Rusty olive brown 2 _ 4" - 2'-MOTTLED 2' clay loam Rusty olive brown clay loam 3 - 1-1/2' - 3' 3 2' - 3'2" Rusty olive brown Rusty olive brown 4 _ loam 4 - loam 3' - 5' 302" - J' 6 - 7 - 8 - End of boring at 5' feet. Standing eater table: present at feet of depth, hours after boring. Not present in hole x Mottled soil: Observed at 1-1/2' feet of depth. Not present in hole Comments: 6 - 7 - M End of boring at 5 feet. Standing water table: present at feet of depth, hours after boring. Not present in hole X Mottled soil: Observed at 2 feet of depth. Not present in hole Comments: Location,or Project Mary Jane Evans, 3060 Farview L Orono Borings made by S-P Tsting, Inc. Steve Schirmers Date 8-5-93 Classifiction System: AASHO USDA-SCS X ; Unified Other Auger Used (check two): (land X , or Power__, Flight or Bucket X Depth, Boring number 3 Depth, Boring number in 97in feet Surface elevation .3 feet Surface elevation 0 - TopsoilC - 4 darlobA&wn -- 0 - -- Brown clay loam 1 _ 4" - 1'-MOTTLED 1' 1 - Rusty olive brown clay loam 2 - 10 _ 2'4" 2 - 3 - Rusty olive brown loam 4 - 5 - 1 214" - 5' 6 - 7 - 8 - End of Loring at 51 feet. Standing water table: present at feet of depth, hours after boring. Not prey?r.t in hole Mottled soil: Observed at 1t feet of depth. Not present in hole Comments: 3 - 4 - 5 - 6 - 7 - 8 - End of boring at feet. Standing water table: present at feet of depth, hours after -oring. Not present in hole Mottled soil: Observed aF feet of depth. Not present in hole Comments: Cc:i�i.f�Ilc�- PERUOLATION TEST DATA SHEET InC. ,In 8-6-93 starlins,at 8; i. a.nt. D. Iahon test readings made &. S—p Testing, to 3060 Farvie--w Lane— —_--. --8--5--- 93Tea hole location liolc nuintIcr —.Dateholell:sprersrcl Deph ofhollhoitoni_-__ 12 1-1k 11c'. DI:II11cwt of holk. _ -_6__- _Illihc, Soil;: t from test hole D pth. inches Noll texture 0 - 6" -_ Topsoil dark }crown loam 6" - 12" Brown clay loam Method of scratching sldewall Knife Depth of gravel in txtttom of hole 2 Inches 8-5-93 1R00am 12 Date and hour of initial %%ater tllllni pth of initial dater flllln_ inches aM,ve hole bottom Method used to maintain at least 12 inches of water depth in hole for at least a hours Automatic siphon 6 __. Maximum water depth aKi%e hole bottom during test inches Tlnlc Percolation : imc Interval. Mea%urement. Drop in water rate. Remark% nunutes inches level. inches minutes per i inch 8:0n ; prefill— 6 -- - - - - 8:13 ------8: 43-- - - - ---2 -- --- — --- --�-4 min ---- 15.0 Percolation rate = minutes per Inch. CERT.#00627 PERCOLATION TEST DATA SHEET faz:> Percolation test readings made by S-21 Test i nqM T nr- _ starting at A , ld p.m. fri Test hole (ocati3060 Farview Lane Hole number 2 , Date hole was prepared 8-5-9 3 Depth of hole bottom 12 inches. Diameter of hole 6 inches Soil data from test hole: Depth, inches Soil texture 0 — 4" 4" — 12" Method of scratching sidewalt K n i f e Topsoil dark brown loam Brown clay loam Depth of gravel in bottom of hole 2 inches Date and hour of initial water filling 8 — 5-9 3 10UAVinitial water tilling 12 inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hoursAutomatic siphon Maximum water depth above hole bottom during test 6 inches Time Time interval, minutes Measurement. inches Drop in water level, inches Percolation rate, minutes per inch Remarks Water remaining in t st hole 8:14 8:44 6 7/8 34.3 30 min 8 : 4 7 9:17 9:20 9:50 " Percolation rate = 3 4 . 3 R+inutes per inch. CER'I . #•10627 PERCOLATION TEST DATA SHEET M. Percolation test readings made by R—P Testing, T ne _ on R-6-9 3 starting at A* 1 S I JO/f 1 Test hole location 3060 Farview Lane Hole number 3 Date hole was prepared 8-5-93 Depth (if hole bottom 12 —m: he.. 1)i1111rter 11f hole 6 inches Soil data Irom test hole: Depth, inches Soil texture 0 - 4" 4" - 12" Topsoil dark brown loam Brown clay loam Method of scratching sidewall Knife 2 Depth of gravel in bottom of hole inches Date and hour of initial water filling-8-5-9 3 �OlAnitial water filling! 12 inches above hole bottom Method used to maintain at least I: inches of w ater - for at least 4 hours Automatic siphon _ .. Jum water depth above hole bottom during test 6 inches ime Time I interval. Measurement. minutes inches i Drop in water level, inches Percolation rate. minutes per inch Remarks Water remaining in t4st hole 8:15 8:45 6 I 1-3/8 21.8 30 min 8:46 9:16 « » 9:21 9 : 5 1 i I —----------- — — I i i Percolation rate = 21.8 minutes per inch. AVER OF GEO_ TEXTILE ABRIC OR "F 11/ OR 2' PIPE FROM PUMP --- ` 3/.-21/,. CLEAN DOCK 6' TOPSOILS PERFORATED LATERALS SANDY LOAM SOIL ol r, gpLL QEAF _ 9ROk LAYER EN UP .p X DIVERSION FOR SURFACE WATER 3 AV V. ., '•I'.•�i•• i'ly. . 9qR Tu IERR LLAY- Ert LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE OISTWf•.ITION It. MOUND PERFORATED PLASTIC PIPE PEWORATI_5pICI,YG pf ENO ON CElll NS fT OKRATDIONN g"= RIpP'" N VIEW on /.-nv K "•a fr y iS y-s-- ="- 2-MAHIFOL p i = Plvf �. PERFORATIONS ON DOTTOM Of PLASTIC PIPE to r �I ZENDCAP b, � i,rfR/C `oRA�E0 Of 1 (OFTfIP�EAiRLOCATION M API�I 2' PIPE FROM PUhI CHAMBER LAYER OFGETEXTILE GRASS COVER :LEAN SAND FILL MAXIMUM SLOPE ---- w 3 TO I TOPSOIL PLOWED VVF—TAso OISED SURFACE LOAMY SANO CAP ,-.-PERFORATEO LATERAL s P ILs ' CROSS SECTION A - A P-PE FROM PUMPING C►IAMKR - a - PERFORATED II - LATERALS Ko ARE. I I 0 IN ME Iig 771 (NCNES - I I MAX. r--- TOTAL WIDTH � I I �• �� I I 11 ' PLAN VI END PEW0111 ION OF A PERFORATED LATERAL br Cww 1w� of G@*I FOrk i.ur- L.w to" Iw. -'� P � bw11� NwIw�Iw+1( N h F IIirh ad" N Cum ` AsoLSLOW -F Iw.Il+wr IouIM N Clow 7wW L.yw GI N Ls-" BaiNr�i FM�i F�L� N.N F-K WATER T IGIIT 9 LOCKABLE ELECTRIC BUx - TREATEp'PO T (40,R4 mIn) PLUGS OR ELECTRIC CONNECTIONS - &LEClT-RIC CONNECTIONS MADE 2' PVC CONDUIT SCHEDULE 90 If 6'SPACE [LOOP OF POWER CORD FOR MANHOLE COVER CHAINED 9 LOCKED? SETTLEMENT SEALED MANHOLE RINGS ,_�,, i1Ne1 raenc SEALED TANK COVER PLASTIC ROPE OR CHAIN WITH ANCHOR----�� ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT-- START_I<EVEL V.- — 3- J _1 '. SHIJT-QFF_LFVEL-Q_ PUMP CON I FOOL f LOAT ;d%J I WIRE FROM POWER SUPPLY pPIPE ISFROM LAIDUP A TO UNIFORM TSLOPE EA MENT AREA FOR PROPER DRAWBACK �- IF PIPE AT TANK MUST BE LOWER THAN UNION TO GET ELEIMTION FOR DRAINBACK. A I/4 INCH WEEP HOLE MUST DE USED — WEEP HOLE NOTES ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS 801 A TANKS AANDTMU LAID PLAKO IN CONDUIT ALONG POST ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RIIN THROUGH CONDUIT WIRES CANNOT HAVE GROUND CONTACT METAL COVER '4 I .�_, �,>. , 1 r ('y" 1 CONCRETE MANHOLE RING METHODS OF SFCURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figure C-14 Figure F-H VERTICAL SIDEWALL SEPTIC TANK FINISHED GRADE nT LEAST -L 6- TO 12" SOIL AT4LEDAAST` I•• 4' DIA. �— COVER MIN _� AT LEAST I" AT LEAST I" �r {� A DIMENSION FOR TANKS WONVERTICAL_SIJES A WIDTH�W ?4—MINIMUIII _ LENGTN,� 2 TO I. TIMES T1IE WIDTH- 8 DIAMETER GO' MINIMUM - — - -- 1 Uf L� _ J0� MINIMUM; 70; MAXIMUM _ _ C -1 A 0 2 C - —� _ AT LEAST �B 6` MINIMUM,_02 D MAXIMUM — 6' 3- 0 4-p — AT LEAST 4 EEET --- M111 S 1 SNA1N/.11lS Al If AST.IrIIIIl WIrIAfAf 11A . HIM•ffllCXfv116 y4111(1t ►a/11(OIIMIrrN 1)NIJA! 7 U11IV S1W10( a► CIn IA1w 0ANSIOLES 1TIf OA 0Iil 1WIfsRA(yN11/f/1r1014A0Q 11(Su1VAN-1 (MArIKfM A►A11f1f.Alfn YwIUOUIUIV Nl IMP ( 71•MMIt11lIdIM[i wrmtM11UCK 91111 AM MAI IR 1N eHY'1CIKIM I.OYd Al 11Al111f11R 1frW 1111 NIA/O/CfS7111LOW fit eI1I►L Ii NUIf Sl II0006NC1AS 01A1MM1(xjlIWI fA(OGAIIDfmcnalme N[1 (111 /sJ Yir. 11MM 11 Md43 M/If!llli l(RI"t 16I WAIU It KiT 11I/N-Wam 0 fMlffpl•1("IALCyLlaramII lA1AI:011K 11r•A1MAIl01S0 INM s woft, 1A 119 RIM AS 1111 (A N1111 I own 114 ANf10AA NSKN C Y.01y1 "ILI u(NNQ{aI%MNI AI.• Il(S A 11o01MYiC IIN I'll 1AL.1M I(ICA11L.IA IMr f■Alf fR11 yerf ulrll ..fwrofS--- � MAN►i E `� � f r INLET Cr.' ?LET _ • F'vt::pjJTLET LEVEL ? ell SCUM CLEAR SPACE • — 1 CLEAN OUT TANK uInEN 'T X IS 3' OR LESS OR 'B' IS 12' OR LESS - � 1 BLACK COLOR SLUDGE li DISTINGUISHES SLUDGE y1 LAYV FROM L10UID MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK CITY OF ORONO Municipal Offices Post Office Box 66 Crystal Bay, MN 55323-0066 OA�, G� `t9kestt0 ON -SITE SEWAGE TREATN=T INSPECTIOIN REPORT Owner: f't�,_ —n L1' 1' �T Address: (`l !? Permit Va, t`� Dates: �" �'� /�. cont ractors• City ordinance number 100 requires that The -site each on-sste sewage treatment system in Orono be inspected on a regular basis. on sewage treatment system at the above address has been inspected and appears to fall into the category checked below. (This is A an existing ,ystem l J new const7,ct on) SYSTEM CONFORMITY (1-3): <' 1 "CODE SYSTEM" -A system which meets all the location, design, and construction standards of the current City Codes, and which is operating satisfactorily by treating and dispos'ng of the entire current sewage input without discharging any ootlutants into ground or surface waters. 2 "CONFORMING SYSTEM" -A system which does not meet all the location, design, and construction standards of the current City Codes, but was installed according to the code in effect at the time of installation, and which is operating satisfactorily by treating and di%pn%ing of the entiri current sewage input without discharging any pollutants into ground or surface waters. "NON -CONFORMING SYSTEM" -A prohibited system; a system located within a designated 100-year floodplain; any system which may or may not meet all the location, design, and construction standards of the current City Codes and wh ch is failing for any reason; and any system with less than 3 feet of unBaturattd soil or sand between the distribution device and the limiting soil characteristics. k�I( t y ,a_ j'_'•f__ (The limiting soil characteristic (11 has or I ) has not been identifiedatthis 4mme. if the limiting soil characteristic has not been identified, this classification may be subject to revision.) TANK CONDITION (5-10): d Tank inspection indicates: 5 Pumpout not needed at this time. 6 Solids accumulation in tanks indicates they should be Pumped out this year to help prevent future problems. 7 Solids accumulation in tanks is at a critical level. Tans should be pumped out as soon as possible. S System is discharging to the surface. Tanks must be pumped out within 48 hours to eliminate surface discharge. 9 Inspection risers missing -tanks could not be inspected. Inspection risers (4" dia. pipe) must be installed to each tank at next punpout. If tanks have not been pumped out within the last three years, they should be pumped out now. Inspection pipe is located directly over tank baffle (does not give accu"fate measurement of solids accumulation). If tanks have not been pumped out within the last three years, they should be pumped out new. Vfield inspection indicates: ld is dry,no surfacing evident. Some evidence of surfacing, not critical yet. 13 Grainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector immediately. Repairs must be completed within 90 days. 14 Grainfield extent and condition unknown. LIMITING SITE FACTORS (slopg.setbscks.etc.): [ %T POTENTIAL FOR SYSTEM FAILURE (depends on soils water table etc ): 1�%/,'�f Y COMMENTS: Date of Inbpection Sysfeffi Inspector Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of property, be advised that this report does not guarantee or certify that an existing system will continue to function properly, but is merely an opinion of the adequacy of the system under current conditions based on the available i of ormaat i on . This report must be kept on the pre.nises with the system locetmon and pumping records. WHITE COPY Inapeetors FIN YELLOW COPY Momaowner