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HomeMy WebLinkAbout1989-09-19 Septic System Design Reportr' ■- ;■ ■ -i. ■ 1 t- t-► f [• t ON SITE SEWAGE SYSTEM DESIGN FOR V.. JERRY BOLDENOW ADVANCE SURVEYING & ENGINEERING CO. sail Cedar Lake Road. Minneapolis, MN 55416 Job No. 89531 Phone 541 0500 \ 1 Hitts i , I ADVANCE SURVEYING & ENGINEERING CO. 5811 CEDAR LAKE ROAD MINNEAPOLIS, MM 55416 PHONE (612) 541 0500 September 19, 1989 Mr. Jerry Boldenow 16912 Excelsior Boulevard Minnetonka, MN 55345 Phone: 934 0106 Dear Jerry: At your request, we have evaluated your site and its soils for proposed construction of an on site sewage disposal system. Your site is located on Lot 1, Block 1, l^’RENCH CREEK in Orono, Minn. He conducted two types of tests, soil borings, and percolation tests. Copies of the actual field data recorded during these tests are attached. The soil borings are taken to classify the soils encountered at various depths in the borings. The soils are generally grouped by the size of particles that make up the soil. Sand and gravel soils contain predominantly large particles, while silty soils contain smaller particles, and clay soils are comprised of very small particles. Most natural soils are mixtures of these types and sometimes contain organic material near the surface. A chart of the Unified Soil Classification system is attached to help you in interpreting our description of the soils. The reason for making such classifications is that soils vary in their ability to treat sewage effectively, and this ability is related to particle size, a gravel, for example, may allow sewage to seep through it so gu-ckly that the soil bacteria have no time to treat it and the sewage reaches the drinking water aquifers below untreated. A clay may be so impermeable (won't let fluids through), that it contains no air, since all voids are filled by rain water, and the aerobic or air breathing soil bacteria, that are effective in treating sewage by eating the pathogens, have no air filled voids in which to live. r - Another reason for making soil borings is to detect water table or seasonally saturated soils, which as noted above, are unable to treat sewage. If standing water is encountered in the borings, if soil "mottling** (a multicolored staining of the soil caused by the action of anaerobic bacteria) is found, or if bed rock is encountered, three feet of soil with air filled voids is required above such "barrier" layers to treat the sewage. On some sites, the treatment area is higher than the lowest floor with plumbing and/or rapidly permeable soils on the site make it necessary or desirsdsle to pump the septic tank effluent to the treatment area. Such conditions exist on your site and thus a pumping system is appropriate. Percolation tests are taken to determine the ability of the soils on site to absorb sewage effluent. Borings are made in the proposed treatment areas to an appropriate depth to simulate the proposed system in operation, and water is placed in the borings and the amount of time required for the water surface in the borings to drop one inch is measured and recorded a number of times. This measurement is known as the percolation rate and is measured in minutes per inch. In soils with fine particles and slower percolation rates, it is necessary to soak the borings for an extended period to allow fine particles in the soil to swell as they will in actual system operation. An accurate measurement of the percolation rate cannot be obtained until after this swelling has taken place. On your site, we measured an average percolation rate minutes per inch. of 9.5 You have indicated that your new dwelling will contain 6 bedrooms, including any future bedrooms to be added, and we have designed the system according to the sewage indicated by code that will be generated by this size of home. The soils on your site consist of layers of different textured soils. These layers vary from silty gravel with large particle size and good perm­ eability to silty clay with rather poor permeability. There is slope to these layers since these strata are not encountered at the same elevation in different borings. In general, the perm­ eability seems to improve with depth. You have indicated that your landscaping plans involve lowering the treatment area prior to system installation. Normally this could present problems but since your site does not follow the usual pattern of decreasing permeability with greater depth, we see no problem with this plan. ■ I I We suggest that a finished yard elevation of 953 be used on the house side of the system sloping to a finished yard elevation of 952 on the marsh side of the system. We are designing a 20 foot buffer between the system and the adjacent, steep slopes to avoid seepage through these slopes. In order not to disrupt your landscaping improvements, you have elected to install both the primary and alternate systems at once. We have set up the pumping tank with two pumps which will provide greater reli2U3ility and allow alternation between the systems for greater system life. We have also attached design calculations and a site plan showing the layout of the proposed system. We recommend that you present this report to the building official in charge of on site sewage system inspection in the municipality where you intend to build. The official has special knowledge of his municipality and its soils and ordinances and in some instances may not agree with our design because of his knowledge. We also recommend that you obtain his approval before making any judgements about the value of the site or its use. We suggest that you consult with the official about licensed installers, since a competent job of system installation is at least as important as system design in assuring a long lasting and trouble free sewage treatment system. If we may be of any assistance please give us a call. in interpreting this report. Sincerely, ADVANCE SURVEYINGN^..4-^GINEERING IS H. Parker P.E. & LS., President I Mjnjp. Uc. No. 9235. PCA No. 208 e t -4 ■i im I i F! t i! 9 TRENCH SYSTEM WITH DROP r,OXES AND PUMPING (PRIMARY SYSTEM) Number of bedrooms ? Sewage flow ? Basis of estimate ? 6 900 gallons per day Type I residence. 6 bedrooms @ ISO gpd each > 900 gallons per day. SOILS Depth to restriction ? Desc. of restriction Perc. rate 1 Perc. rate 2 Average perc. rate none feet No barrier layer observed in the borings 12 mpl 7 9.5 mpi mpi SYSTEM Elev. of low floor 7 Elev. of treatment area Trench depth ? Trench width ? Trench spacing ? Depth of rock below pipe ? How many laterals ? Dist. home to septic tank #1 ? DJst. pump tank to top drop box Pump line diameter ? SoH OK for backfill? Pump output to top drop box 944.5 952.5 3 feet 3 feet 7.5 feet 24 inches 12 10 feet 260 feet 2 inches Yes 45 gpm (■ CALCULATIONS FOR SYSTEM DESIGN Septic tank liquid capacity Length of trenches Treatment area required 1500 gallons 19.1 feet 666 square feet Lateral length 19.1 feet Elev. diff. pump to manifold Pressure reqd. ® manifold Friction loss Total head required Drainback quantity Width of system Length of system 15 feet 5 feet 3 feet 23 feet 45 gallons 41 feet 38 feet Lawn area required for system 1643 sq. ft. I « i m TRENCH SYSTEM WITH DROP BOXES AND PUMPING (ALTERNATE SYSTEM) Number of bedrooms ? Sewage flow ? Basis of estimate ? 6 900 gallons per day Type I residence. 6 bedrooms @ 150 gpd each « 900 gallons per day. SOILS Depth to restriction ? Desc. of restriction Perc. rate 2 Perc. rate 3 Average perc. rate none feet No barrier layer observed in the borings 7 mpi 31 mpi 19 mpi SYSTEM Elev. of low floor ? Elev. of treatment area Trench depth ? Trench wld»fi ? Trench spacing ? Depth of rock below pipe ? How many laterals ? Dist. home to septic tank #1 ? Dist. pump tank to top drop box Pump line diameter ? Soil OK for backfill? Pump output to top drop box 944.5 952.5 3 feet 3 feet 7.5 feet 24 inches 12 10 feet 260 feet 2 inches Yes 45 gpm CALCULATIONS FOR SYSTEM DESIGN Septic tank liquid capacity Length of trenches Treatment area re. . 'hI 1500 gallons 25.1 feet 902 square feet Lateral length 25.1 feet Elev. diff. pump to manifold Pressure reqd. @ manifold Friction loss Total head required Drainback quantity Width of system Length of system 15 feet ^ feet 3 ^eet 23 K't 45 gallons 41 feet 50 feet « Lawn area required for system 2029 sq. ft. i i INSULATED VENT PIPE LOCATE THE SEPTIC TANK NEAR THE MAIN SOURCE OF SEWAGE rV V m > -V# 1 a CLEAN OUT-i4:f.v .•r» 6" TO la" OF EARTH COVER "T! < «> _ TO SOILBSSS£I32SSSZS1£!!EsI 1NO CLOSEa! THAN 10' U I: f/. ’’■vt: -•• a TREATMENT UNIT .f -i 1 ?M M f' i ■■ I' f: % f- H- h.- 4 I VERTICAL SIDEWALL SEPTIC TANK '1. fP' II ills) 4-- 3i j!- ■I ^AT LEAST ^ 4" DIA. rAT LEAST I" FINISHED GRADE J,.■x.46" TO {2” SOIlJCOVER ^ AT LEAST I" T" F2\ i h / ■AT LEAST 3"I I V DIMENSIONS FOR TANKS WITH VERTICAL SIDES WIDTH. W 24“ MINIMUM LENGTH. L 2 TO 3 TIMES THE WIDTH DIAMETER 60" MINIMUM DEPTH. D 30“ MINIMUM, 78“ MAXIMUM A 0.2 D B C 6“ MINIMUM) 0.2 D MAXIMUM 0.4 D T A :<■ c t & AT LEAST 4 FEET ...1 2. Nm-KS: 1. SANITARY TEES AT LEAST A INCHES IN DIAMETER MAY DE USED IN PTJVCE OF BAFFLES. THERE SHALL BE ONE OR MORE MANHOLES, 20” LFJ^ST DIMENSION AND LOCATED WITHIN 6 FEET OP ALT. TANK WA1.LS. 3. AN INSPECTION PIPE OF AT LEAST A INCHES DIAMETER OR A MANHOT.E SHALL BE LOCATED OVER BOTH THE INLET AND OUTT.ET DEVICES. THE CENTER LINE OF THE INSPECTION PIPES SHALL BE THE SAME AS THE CENTER LINE OF THE BAFFLE OPENINGS OR SANITARY TEES. bI A. 5. 6. MANHOLE COVERS SHA1X BE 1.0CATED WITHIN 12 INCHES BUT NO CI/)SER THAN 6 INCHES BET.OW FINISHED GRADE AND COVERED WITH AT LEAST 6 INCHES OF EARTH. SEPARATION DISTANCE BETWEEN END OF INI.ET PIPE AND NEAREST POINT ON BAFFLE SHALL BE NO LESS THAN 6 INCHES OR NO MORE TIUN 12 INCHES. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION A IS 0.15D AND DIMENSION C IS 0.35D. ;r: .ii ■ V i nI>1 r. 9L1m t*'.. :- *0 R- s'-v BiH.i -4- V v*-" . I-M • t. SWITCHES AND OTHER CONTROLS IN WEATHER PROOF ENCLOSURE OR IN NEARBY BUILDING %ir k .'•j MANHOLE COVER SECURED TO PREVENT UNAUTHORIZED ENTRY JUNCTION BOX (SOLDER ALL WIRE CONNECTIONS) ^e^i^u^RcuiT S SHUT-OFF LEVEL V ^UNIONS OR OTHER QUICK DISCONNECT COUPLERS r.1 Cc CHECK VALVES A B 7 (DOG OOQi 'W‘ TO SOIL TREATMENT AREA ^'/4“ WEEPHOLE IF PIPE TO SOIL PROOFED NOTE:PUMPS A AND B OPERATE ON ALTERNATE CYCLES. IF EITHER PUMP A OR PUMP B FAILS TO OPERATE, THE_OTHER PUMP OPERATES AND AN ALARM IS ACTUATED TO WARN OF FAILURE. .'4 ;1 , 'V •n o ■j K: - TRENCH CONSTRUCTION DETAILS muiT r"SloW^iS'S"'”"® «™Sli «Ar OR STRAW COVERED WITH UNTREATED BUILDING (RED ROSIN) -y ^PAPER 4 DIAMETER INSPECTION WELL WITH CAPXT-.W EARTH BACKFILL ABOVE TOP OF ROCK:k / yy o o 4‘' DISTRIBUTION PIPE ‘c*:W *'.S’DEPTH OF CLEAN ROCK V4'' TO Z'V DIA. ........................................................ C r*tA'c» r. r‘ii.c:u cy .c . *V C.tDROP BOX FEET ^ TRENCH LENGTH ■ ^ OVERFILL TO ALLOW \ FOR SETTLING INSPECTION . WELL JL NOTES: I. \ i-UK bETTl -T.y/ _______ \ backfill ■t |^=-T*r C- «• ROCK r €.< t.C^ c c 2. DISTRIBUTION PIPE SHALL BE INSTALLED LEVEL AND COVERED WITH 2 INCHES OF TRENCH ROCK. 1 OF SOIL BACKFILL r2" DEPTH OF >*ROCK ABOVE PIPE l?^EScTH°"oFtT'Z"EASrToorLB/F^'f^ * OF ROCK BELOW PIPE 4. SCARIFY TRENCH BOTTOM AND SIDEWALLS AS HIGH AS ROCK WILL BE PLACED IN THE TRENCH ro°o'’s°E"sO^° #eTo°pI^O I Oi 1 ,j i' ■ f- k. i- !' rk ' ^gsjf^SollJorlngs Location or Project Ld" 1 ElocK ^ , Frey>cU C>reeK_______ Borings isade by . AP__________________________________ Date 3 I f Classification Systen: AASHO ; USDA-SCS j Unified ^ ; other Auger used (check two): Hand _ _• or Power % ; Flight )( . or Bucket _ _; other Depth* in feet 0 Boring nuai>er B Surface elevation ?34. 1 — 2 — 3 —. 4 — 5 — 6 — 7 — 8 — to \7^ Bckv^dy •Voyso'l ^\\\^ t)roiAJV> ^ I \ '^'3 S<NV\ 4 feet.End of boring at 1*2- Standlng water table: Present at_ _ _ _feet of depth* __ _ _ _ _hours after boring. Hot present In boring hole ^ Kottled soil: Observed at feet of^depth. Hot present In boring hole Observations and conanents: fib Depth* In feet 0 Boring nunber RP- Surface elevation 3 55. S 1 — 2 — 3 — 4 — 5 — 6 — 7 — 8 — 1 S.‘ 1< Si W'Ti J o ^ \A N 4'^ V'- A End of boring at \ 4- feet. Standing water table: Present at _ _ _ _ feet of depth. _ _ _ _ _ _ hours after boring. Not present In boring hole Mottled soil: Observed at ____ feet of depth. Not present In boring hole 'A Observations and comnents: I : lAi i: r- : f- &m [ t LaM af Soil Borings uctlo. or Proi.ct Lot > , 6\ocK ' ■ FrencW Creek .. Boring.-d. by _.^£____________________________________ Pot. 9/15/62. Cl...l£lc.tlon s,.t.»: *ASHO _____: tISM-SCS--------; Unlfl.d _)1_; otherCXaSBXZXCacXoa ayatew own-ww _______« —— -- ■ ----------- Augor ...d (chock two) i Itand _. or Powor J(_: Plight Ji_. or Bucket _i other Dapth, In feat 0 Boring nunber 63 Surface elevation ^ 1 — 2 — 3 — 4 — 5 — 6 — 7 — 8 — Dry tirown c\cx' ^ 1 D A End of boring at 3_ _ _ feet. Standing water table: Present at_ _ _ _ feet of depth, ’_ _ _ _hours after boring. Not present in boring hole % Mottled soil: Observed at feet of. depth. e Not present in boring hole X Observations and conments: Depth, in feet Boring nunber 64 Surface elevation 0 1 — 2 —' 3 — 4 — 5 — 6 — 7 — 8 — Drj -h \ V>re\-^v\ S > \ V 5i\V-j ‘=j<xvA<i 5 <4 (fb?) 0 - \ 4. S \ V <x w End of boring at __ feet. Standing water table: Present at _______ feet of depth. hours after boring. Not present in boring hole ^___• Mottled soil: Observed at _____ feet of depth. Not present in boring hole . Observations and comnents: i< ifirti .iiimiftTB !■ P; 5 r i- f. i ” ■ Loga of Soil Borings Location or Project L-Q'V \ ^ i ■ ^rg.VXcVv - - - - ude by >VP_________________________!>•*• ’i ■Borings T Classification System: AASHO j USOA-SCS ; Unified X ; other Auger used (check two): Rand_ _t or Power V- ,; Flight or Bucket other Depth, In feet O Boring nunber Surface elevation 3 6“^ 1 — 2 — 3 — 4 — 5 — 6 — 7 — 8 — \ I V M -It c Ip ^ 1 O Y Y~«> WV'. V ^ brouv^ ^l\f End of boring at ^ feet. Standing water table: Present at_ _ _ _ feet of depth. hours after boring. Not present in boring hole K Mottled soil: Observed at feet of. depth.; Not present in boring hole . Observations and consBents: mifta Depth, in feet 0 Boring number P)^ Surface elevation 0SS 1 — 2 — 3 — A —■ 5 — 6 — 7 — 8 — \ •? P lot I L>v--, tv..«• C.\ C'j.'j') o * V —i V —' j End of boring at . feet. Standing water table: Present at _ _ _ _ feet of depth. hours after boring. Not present in boring hole ^ Mottled soil: Observed at __ _ _ feet of depth. Not present in boring hole Observations and comnents: W: r' ‘";.'r.:, - • - ‘’ -■ ■ ^ ' '■‘••■'-■..V - VV'V' ■■'’■' / ■.■’i-'i .. ; ;,.-v LttM ttf Soli Borlw , u*>>.';, ;;:. . ■•_ “-.Vf ■ . * ' ■'■ I' •■ - f *■* f mm. % AV" ■ r.f’"f'>; Location or Ptojact Ln{ \. Vr^^AcV^ dvrel^_______ Borlaga aada by . ^iP _ _ ___ _ _ _^ ^ Claaaiflcation Syatan: AASBO ; USOA-SCS_____; Unlfiod X : other Aufar ttoad (check two): Hand_ _, or Powar JL.5 jL* Bucket_ _; other Depth, in feet Boring number & *7 Depth, Surface elevation ^SS_ _ _Surface elevation 0 1 — 2 — 3 — 4 — 5 — 6 — 7 — 8 — lb qi\v^ ci^ ,_ b r/vA/--* C1 6 — r—ir ■w,r^ L-» End of boring at 1^ feet. Standing water table: Braacnt at_ _ _ _fact of depth. ft4 - - -’ ._ - houre after boring. Hot present In boring hole tC . Hottlcd aoll: Observed at feet of^depth. Hot present In boring hole ^ Observations and conments: 2^V ^ r Boring nunber 1 — 2 — 4 —i 5 — 7 — 8 — t:I Fad of boring at feet. Standing water table: Present at_ _ _ _feet of depth. hours after boring. Not present in boring hole Mottled aoll: Observed at _feet of depth. Not present In boring hole Observations and consents: A I A ' .' •■ ■ ■•• . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . »• •v.' *' ■■. t .. • •t - .-i : ■ •• . '■ .. > UNIFIED SYSTBl Classification of Soils for &ginfer ins Purposes ASTM DESiGNAtloii D-2^87 ■ '-.fi A Major bfvfsions Croup Syobols Typfeal laaes Cl ossification Criteria , J** '• / . -•* ■ I M s «» • i* s S Bs* |l££ u e S I -«£■» “-T CP ■ “" »>* «»«»8 ii!*» j little or no fines . •_____________________________________ ll C9 *•in Cm Sf £ e 2 M w W SfiJ isi S S *iZ C ‘ c Ce e •,zz:gt5- «“*C^c e«> •S S o •"Sc:tss 2‘'S Sf > ' . -v c/ Itell-gradetf fliravels and _ _ gravel-sand iiactiires, • (D^n)* little or no fines «a * (dm)^ Pin iff go ^ firvater than 4 letMesn 1 and 3 2 M Ctf Silty gravels, gravel- san^sflt nixtures «9 GC Clayey gravels, gravel- sand-clay Biixtures Atterberg limits plot • below "A" line or Atterterg limits plot- R plastidty index ting in hatched area m less than 4 are borderline g 'Atterterg"limits piot~classifications re- g Co above "A“ line and qui ring use of dual . S, •- plasticity index symbols rh oreaUr ttan 7 SW 5-5• e wall-graded sands and little or no fines Cm - fff i C'Z jEznlL DioXDeo Greater than 6 Between 1 and 3 £ CS Mm ^ m» ' “S cs SP Poorly graded sands and gravelly sands, little or no fines Not eeetinq both criteria for SV 5 vw S .e s 5*m mU «• M or no Tines_________________i________________ C S2 Atterberg limits plot Z* “*m Silty sands, sand-silt Upg or Atterterg limits plot- g gSS mixtures elasticity Intfex less ting in hatched area G e s 4 are borderline cits- ■ • Atterberg'liinits plot ~sifications requiring above ”A” line and use of syotols plasticity in&x greater than 7 I5i Sff SC t « SSr £5* Clayey sands, sand-dsy mixtures se­al o; mJXt. a m m s tno 2S eOi» «« f® II uo sin 5^ m** y» G-iS S*9 e 1*3 V« AS Inorganic silts, rock flour, silty or clayey fine sand Inorganic clays of low to medium plasticity, grav- efc=-t elly clays, Sand^ clays, far mZaatifisstim c silty clays, lean clays 50 awW .c-;2* «r^/v a •• a - - 7i OL ei ly Clays, »a«»Ar ri«- Silty clays, lean clays emnad maiU erJ fvjm fnsHon Organic silts and organic ^ jfsS^’iSsI puisS^^ in silty clays of low ^ 40 hstshai «r*c era terdai-tifiM plasticity e oloMpificstiauM rp^airCng *** uaa of Atal o^ci&eta. 1. 1^* 9S - •»/ «SAB« Inorganic silts, micaceous ^ ^ or diatomaceous silts. ? © clastic silts J 20| cs X» Inorganic clays of high plasticity. cleys GU S @ K t:^ @z0 fiff Organic clays of medima to high plasticity *" _________________ ®0 10 .pn 30 40 50 60 70 W 90 IOC liquid liisit Mignly organic soils Pt Feat, muck and other highly organic soils Visual-iranual identification I ■ i \ ■•v p ( r. ■■■ r>I f .’sm pracouTimnsTD^4^mT Tast hoU loeatlen Lo^ PAnrV. \ Ff^vA-Ct. Bol* miabcr__f| B-39 <1 i - ■ - - ■ 1 ■ » WIMIiP^g I I_ _ _ _ _ _ Data cast hoU wa prapared_ _. Dapth of hola bottoa. fa2. inchaa. Dlueter of holo, incheOa Soil data froa tast hole: Dapth, Inches Soil texture *2 / ^ /LI.j <7 b <- C Tc rpi \ T ^ ^ .A A o* y r r-.C Kethod of acrat>*hlng sidewall It 4-Inchea.Depth of pea-sized gravel In bottom of hole. Date and hour of Initial water filling ^ /i^ h\') _ _ _ _ _ Depth of Initial water filling, 12- Inches above hole bottom. Method used to maintain at least 12 Inches of water depth In hole for at least 4 houra_(V^2^2^2ii\^ CviAln- Percolation test readings made by J4- 2iu. Iri on (date) during test. Istarting at __ _ _ _ _Inches. . Maximum water depth above hole bottom Time Time Interval, Minutes Measurement, Inches Drop In water level. Inches C: GO o • 20 I /. - Percolation rate, minutes per Inch Remarks 13-4 2.4 0 JVG 0:cc II.0 j I r. . > li . \ ■<:.S I ?»>■ Percolation rate ■m minutes psc inch. i %. -h V f A - . I f K \ i-' » B-39 PERCOLATIOH TB8T DATA SHEET I Tttst hols location Lot I . BlocJC. Fvewtc.^ CreeV^ Bolo nunbor P2>______ Onto tost hole won prnpnrnd ^ /1 ^ /R^_ _ _t Depth of hole botton. Inches. G Inches.Disaster of hole. Soil dots froB test hole: Depth, Inches O-G Soil texture 1Dy %^ Vziirawv^ \ Hethod of scratching sidewall 4'V\<rN^ Depth of pea-slsed gravel In bottom of hole.Inches. Date and hour of Initial water filling fe*. lO Depth of Initial water filling, Inches above hole bottom. Hethod used to maintain at least 12 Inches of water depth In hole for at least 4 hours ^Ao^ vt iir^\ r \\\ ; VI _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Percolation test readings made by on starting at I ) O * , Jte) during test,_ _ _Vim. Maximum water depth above hole bottom Inches. Time Time Interval, Minutes Measurement, Inches Drop In water level. Inches Percolation rate, minutes per Inch Remarks 'bo 13.5 d •! ^.4 C..2> 0 oino o^.'hn 0.4' 4.T n,) 0*00 ono I ^.4 4.7-n.^ Percolation rate «\ *7 minutes per inch. 9 dL •>- [f !!■; a s i v«f ,.. Zi-$ t . - -■." -■ - •* r. h-;‘ '■J M fi. i r h r\ ' T?r•■•■■'• r^- wicouiiaii BST Dm sam B-39 IMt hoU locmtlou Lof I . E\|e. I. FrewcU r»-b. Bolt nu^r P3) D>M t..t hoi. .M l»r«>T«l ' I>.pth of holo bottoo. 72. InehM. MaMtcr of hole* (a inchos. Soil doto froa toot holo: Depth, Incheo Soli texture 0“" ^ _ _*s « ^ -^O \ iz. Dy^ ^Qn>^ ^ < \ 4*~ Sftti ^ ^r<y \j<l\V ^ Hethod of ecretching oidewell nfiV yoa v/vy^ A Depth of pee-olxed grovel in bottom of hole', laches. Dote end hour of Initial voter f Ullng S! tO AM Depth of Initial voter filling, Inches above hole bottom. Hethod used to nalntoln at least 12 Inches of voter depth In hole for at le^st ♦ hour* - A;vtii.,w\ C'\\ \ Percolation test readings made by JP on "^•^(da/e)^- - -starting at_ _ _[IIP Maximum voter depth above hole bottom during test, . 12^ Inches. Time Time Interval, Minutes Measurement, Inches Drop In vater level. Inches Percolation rate, minutes per Inch Remarks '60 ] V o 1 1.0 io Q* OO O^/hO nn I n*oo ■1 0''\P *2^0 I. o i Percolation rate - C^\ ' 0,I_minutes per Inch. «a vAcr- V 'ajS J-ofl. k i. t «nd '\\\\ 95*--^& A \ & -- .i’"Tpra}^^#• f A*' ^{'f.r- ^IS! '<tA / SO'^.HO /.949 V950% I|t v^fw,|f S-%% I \ / I ■TiU'\ N..__. j f^V* .f#nSi'i ’ in ' 0^5sc♦I«9 — -» E-^V—pftO^>u^«g^— « ^ ,eo5^* />/ ^\ - •>' J ><:V :4;t //1/ f Ar< V r (\ / "k '-i V ; i]T^o'A 7I'✓ \fO' ei- K ;■ TM /I,"c /cvrff ^T '-'> :«i TV, »;V>\ \^\ \£ X / y\t: m art OF ORONO permit #. SBPnC SYSTEM APPROVAL Fee $ I. Entered Fy r. ?• 1 Th* ”^ie systcn •I.* t XdOCATXOlis <aagR» cQgnacTOR.geheral cOTTBAtwKs------^ rf----------------------1-------\ SEPnc rri------------(^ss0c^2Ll) ««»*« UOg>(S.Wt'OMHZR: I i; .*• :' ^^^roiTIONALLY APPROVED: Note Changes Below CaMMEBTSt.Oi^r /<:)K r. !f: % :% <YC7Tvw \|tvA . •; '.J _____ \ j r ____________________________________ A^^nz ^ ♦ /uo e/^&Lip^ r7//s ./.g. <4^------- ^ j-gncx/fphj s '^/Aruc 0^ 9'l3-^% -jf •: / HOTICE TO IHSTAU^S: Any Changes to^e approved plan prior approval of the Inspector (473-7357). caii ror in v in advance. •• • •.; t HOnCE TO GENERAL COHTRAt^: “^V'^e^^^coioa-tTon of“ lhr«t«raY".°oil! and after system installation -n traffic over thesuDrainfield areas must be fenced off to eliminate all tram I /(?• ? -39 ^2^ Date Approved By a------... Arv--. .■.■vli - ir c- 1lO'*1 F.15 P K'- r»' r, m .• f O'. p A. PUMP SELECTION PROCEDURE Deteralne pump capacity: 1. 2. Nlfilnum auggeated la 600 gallona par hour (10 gpm) - to atay ahead of water ua^ rate Maximum auggeated for dellv v to a drop box of a home ayatem la 2700 gallona per hot ” (45 gpm) to prevent buildup of preaaure In drop b' 3. Uae value from dealgn of pre dlatrlbutlon ayatem r*2 SELECTED PUMP CAPACITY HO B* Determine head requlrementa: 1. 2. 3. Elevation difference between pump and point of dlacharge _ If pumping to a preaaure dlatrlbutlon ayatem* add 5 feet for preaaure required at manifold . . . . . . . . . . . . Friction loaa a. Eater friction loaa table with gpm and pipe diameter. Read friction loaa In feet per 100 feet from page F-18. F. L. - Cl ft/100 ft /(^ feet 5'feet b.Determine total pipe length from pump to dlacharge point Ik Add 25 percent to pipe length for fitting loan* or uae a fitting loaa chart. Equivalent pipe length ■ 1.25 tlmea pipe length ■ 1.25 x ' /C' ■ *2^2 O % feet c<Calculate total friction loaa by multiplying friction loaa In ft/100 ft by equivalent pipe length. Total friction loaa X CLIO 6 feet 4.Total head, required la the aum of elevation difference* apeclal head requlrementa* and total friction loaa. JL ^ ^ +A t TOTAL HEAD ^ 1 feet C. Ptiap aelectlon 1.A pump muat be aelected to deliver at leant , with at leant feat of total head. gP« f A D.To aaxlmlae pump life aelect operatIona par day. Bump also for 4 to 5 pump E. Calculate dralnback 1. 2. Determine total pipe length*feet. gallona per 3. 4. Determine liquid volume of pipe* _ _ _ _ _ 100 feet. (See page E-18) Multiply length by volume: Dralnback quantity - feet X gallona/lOO ft ■_ _ Suggeated dralnback quantity la gallona 10 percent of pumpedquantlty. A larger dralnback percentage will decreaae pump atatlon efficiency allghtly but pumping energy coata are uaually a relatively email part of the total houaehold energy coata. i. IT , .97V'-' ' s ;; . • ■ >. ni? .. •+ >•■I' ' ^ V\■r.* f ! ■■t;-' p> ^ i- :. ;i'- ■; -r- f-15 r> fONP SELECriOlt PROCEDURE A. Ottcnlnc pu«p capacityt 1. 2.V Minimi auggaatad ia 600 gallona per hour (10 gpn) - to atay ahead of water use rata Naxlmi auggaatad for dcliv. v to a drop box of a hone ayatuB ia 2700 gallona par hoi - (45 gpn) to prevent buildup of praaaura in drop b^- 3. Daa value fron design of pre distribution systen SELECTED PUMP CAPACITY . i. Dataraina head raquireaents: ./o .spa i 3. for praaaura required at nanifold Friction loan a. Enter friction loan table with gpn and pipe diaaeter. b. Read friction loan in foot per 100 feet froa page P-IS. P. L. - 2 ft/100 ft •/* I V' Dataraina total p^a length froa puap to diacharge pointAdd 25 percent to pipe Iqngth for fitting loaa» or uae a fitting loan chart. Equivalent pipe length - 1.25 tiaea pipe length - 1.25 x 2^ir ^ Calculate total friction loaa by aultiplytog friction lose in ft/100 ft by equivalent pipe length. 4. Total friction loaa • ^ "X 7 Vo Total head: required ia the aua of elevation difference, apacial head raquiraaentat and total friction loan. /cf ♦ r ♦ ‘7. r C. TOTAL READ Puap aalaction 1.A puap auat bo aolactad to deliver at laaat . with at laaat_ _ _ _ _feat of total head. tP> D.To aaxiaiaa puap life aalact suap aise for 4 to 5 puap oparationa par day. B. Calculate drainback 1. Oataraina total pipe length •_ 2. Dataraina liquid voluaa of pipe* _ _ _ _ _ 100 feat. (Sea page B-18) Multiply length by volunai Drainback quantity feat X _ _ gallona/100 ft feet. gallona per 3. 4. gallona SugiaataS*Sra inbaek quant ity ia 10 percent of puape^Tquantityi A larger drainback percentage will decreaao puap atation affieiancy alightly but puaping energy coata are uaually a relatively aaall part of the total houaehold energy coata. 1. Elevation diffaranca batwaan puap and point of diacharga 1^ __ feat 2. Xf puaping to a praaaura diatribution ayataB» add 5 faat feat faat '7.r faat 3/' faat Effluent Pumps - Features and Performance 1/3 HP - MAX. SOLIDS W SPMEPS - T750 RPM OSP33 M » s I.. I 0 I \ rVLLUOAO MM’S AT M 1ISVaa \ Available In automatic or manual. • Completely submersible. • Non-clog bronze Impeller. • No suction screens to clean. • Oll-niled. double ball bearing motor with built-In overload protection. • Bellnble diaphragm switch with piggyboek plug Ini • Rugged cast Iron construction. • Completely field serviceable. • 1 1/2" NIT discharge. 0 10 70 » 4 U t. (ULlONt Ptn MINUTt 90 00 I., ■mH J J\i i SPD50H/SPD100H W ond 1 HP - MAX . 80U0S aW” 8PMCRE3450 «P1i ■ !• ■ I. I m «e s. s. •P0«aBA« full 10*0 «W^ A* •• »W ««) M9V tW 1PP4>»" ^L 10*0 AMP«*1 «• H»r_Av tw • m v-N N ’J; «0 « M 100 lio 140 U« OMlONt Of* MMnO • Available In manual or automatic. • Dual seals standard. Seal failure sensor capability available (to be wired to an alarm device) on manual pumps. • Open two-vane sewage type Impeller. • Pump shaft and all fasteners are stainless steel. • 1 /2 HP (SPDSOH) and I HP (SPDlOOH) motors. Ballbearing construction and oil-filled. • 2" NPT discharge (3" flange optional). msfh .■f SKHD150 160 lA 1 2 eo XI m HP - MAX. SOLIDS W SPHERE - 3450 RPM % T - f -1' f-» **p rw.1 iO*o »*» \ TlAi 10*0 AMPf *t M »|tA SOD --------- tSOV lAJ T: 30 40 90 70 U t. OAUONS Pin MINUTt Semi-open thermoplastic Impeller. 1 1/2 HP. oU-flllcd motor. Pump shaft and all fasteners arc stainless steel. 1 1/2" NPT discharge. Spring loaded mechanical seal wllli carbon and ceramic faces. Pump-out vanes on rear shroud of Impeller. Dual seals. Seal failure sensor capability available (to be wired to an alarm device). % f 5