The URL can be used to link to this page

Home My WebLink About1983-06-30 Septic System Design ReportTOM SMITH ASSOCIATES Inc Consulting Engineers June 30, 1983 YArvin H. Anderson Construction Co 8903. I,yndale Ave South Minneapolis, IN 55420 ATTV's Fred Haas SuoJECT: Site evaluation report for on site sewage treatment system, 4300 9ayside, Orono, Minnesota Job N 1962 Per your recent request, we have conducted a site evaluation for the above subject site. This report presents our findings, recommendations, and designs for the sewage treatment system for thii site. MCMWIDATIONS: The depth to seasonal ground water at the referenced site is 0o shallow to allow installation of a standard on -site sewage treatment system* Conditions are appropriate to allow the installation of a mound system which should adequately treat and discharge to the environment, the sewage anticipated for the two bedroom rambler which you. plan to build. EVALUATION: The site in question is heavily wooded with mature hardwood trees, and slopes pre dominatel,y to drain to the north, with some quite steep sloping conditions throughout. Property dimensions are approximately 6621 by 665E plus access off county road 81;. Soil borings indicate that the soils comprise a very organic forrest mat of silty clay to a depth of arproxima-�ely 2 feet below grade, and then grade into an increasingly stiffer silty clay and medium fat to fat clay soil in the area of the primary treatrent area selected. In the secondary area evaluated, the Forrest mat is slightly thinner, and the underlying silt; clay retains the grey color suggestive of leachin., of organic natter to the depth of the boring at 61. In both areas, soil mottling, evidence of seasonal3,- high ground water level, was approximately 2 to 21 feet below grade. Details are contained on the attached logs of borings. The first set of percolation tests, conducted on June 15, showed very high rates, generally 60 minutes per inch or higher. A second set of percolation tests was run on June 22, at quite shallow depths of about 15", and showed percolation rates generally loser than 30 minutes per inch. This infonration serves to evaluate the upper 210" of soil and forms the basis upon which a mound system can bs recormiended. The details of the soil borings and percolation tests are given on the attached copies of the field logs and data sheets. :hc borings were done .-:ith a hand Elite auger, and elassificati +n of the soils is by the Unified soil classification system. The percolation tests were conducted acc�,rdinc to procee!°ures outlined in the 11PCA Orsitc .:eu•:age Treatnert ::arual and City of Orono Onsitc Seu:a,-e Treatment. '_`.antral. The Fcrcalation tests m-ere nin ir. 6" diar^eter roles with 2" of rea gravel or coarse sand in the bottom, allowod to soak for at least 1: hours with at least 12" of water above the bottom of t;_e hole, and then left overnifht. The tests were run by filli.nf to 8" above the bottom of the hole and mcasur'_ng the drop over 30 r..inute periods. After reading the drop, the level of crater was 5109 Kimberly Road, Minnetonka, Minnesota 55343 16121 934-8031 Jwe 30, 1983 Marvin H. Anderson Co. Job # 1962 Page 2 of 2 re-established at 8 inches over the bottom of the hole and the test repeated. When three consecutive ' Is were within to percent, the testing was completed and the pert � rate established. In addition to the logs of soil borings and percolation test data sheets, we are attaching separately a specification for construction of the onsite sewage treatment system. Very truly yours, TOM SMIV ASSOCIATES, I?!C TFOMAS K SM"nN, PE cc City of Orono, AttNe Mike Gaffron I hereby celify that this plan, specifkvt'oN of report was prepared by •ne or under my dlftd sua-,:vis:on aid that I am a duty Relilstered Pmfess,--d E"z;'-laer undsr the laws of fho Sta:e of Minnese:a THOMAS K::Mf1H Doti 3� - .rr Rep. No. 9044 TOM SMITH ASSOCIATES Inc Lots of $oil Boslats Location or lroject '"00 o-o vC"a QeZO -^ V -62 A Borings imsde by % D / i S.7-• i T 04/ Date Classification Systae: AASHO ; USDA-SCS —; 1l01fied e _; other Auger used (check two): Hand, or Power _: Tli�ti�t, or Bucket ; other Depth, Boring number - Depth, Boring number - -R In Surface elevation G fIst Surface elevation 9S•. feat 0 sit TY CLAY !�'�A�•% '�" JS'LAC,t . 1 — 1 2 — Sic r;- Pc,. �; Tfta.�'✓, T r.'�f Z /1i o T T� EA 9 — L e4W CL.I r, B'eow.u, !/F.c a 7iif FAQ CL q i ✓F.t;' 4 — 4 S S ��/�i2Li� T �•e TTt♦.ti f+ 7 -- 7 — 8 — 8 -- End of boring at _ feet. End of boring at G feet. Standing water table: Standing water table: Present at Z-5 feet of depth, Present at feet of depth, ,,. ,.,.,-.•bow" after bcrinR• hours after boring. not present in boring hole Not present in boring hole Mottled soil: Mottled soil: i Observed at S foet of depth. Observed at ;e ; feet of depth. Mot present in boring hole Not present in boring hole Observations and comments: Observations and convents: Lolls of Soil Borings Location or Project 4e Borinis made by TO,O, Date wl Classification Systen: AASHO DSDA-SCS ; Onifled other Auger used (check two): Hand k. or Power or Bucket : other Depth. Boring; number & - 3_ in Surface *ation feet 1 - - Sa e,4 2 — � 2 i e 4. 4 ; � 6- 7 _. a- - End of boring at 5 �-Z feet. Standing water table: Present at 2- feet of depth, --,e.- s-after boring. Not present in boring hole Hottled soil: Observed at c-2,_ feet of depth. Not present in boring hole Observations and co; .vents: Depth, boring number f:at Corface elevation End of boring at feet. Standings water table: Present at feet of depth, hours after borings. Not present in boring bole Mottled soil: Observed at feet of depth. Not present in boring; bole Observations and comments: MCM A?ION TEST D= a1ffEr Test bole location 4�70o e T, -O� Bole number Date test hole was prepared `- / 401 - , Depth of bole bottom, . y inches. Diameter of hole, is inches. S",�f,,,�F •�"�Fv xj, / 7 Soil data from test bole: Depth, inches O - a:,� Soil texture 25.w Method of scratching sidevall _ S 'r Depth of pea -sized gravel in bottom of bole, Gw'Z- inches. Date and hour of initial eater filling 6 e 3 'Depth of initial •vater filling, / .3 /� inches above hole bottom. Method used to maintain at least 12 inches of vater depth in hole for at least 4 hours 14,1•7,n T"h Oh Percolation test readings made by %✓ T :.-r on i starting at O �,�" 'm' Maximum vater depth above hole bottoi (date) during test, inches. Time Time Interval, Measure:.,ent, Minutes inches Drop in eater level, inches Percolation rate, minutes per Inch Remarks 257-5� 3 Al i�14 ' �. D / 'L , .15 M 150 1FIF 2.e c �•r o 3 s Z>� z.� / 2 . minutes per inch. PERCOLATION TEST DATA SKEET Test bole location ?ay iP.4 tr/Oal: o�? ,,�.�i Role number Date test bole was prepared - /4/— 53 . Depth of bole bottom, -?'l% inches. niameter of hole, inches. r1/llfi9�'i�- F_ 1F� 754- /3 Soil data from test bole: Depth, inches O— z Soil texture �il 1/ � �l �.. �� '� � lc•�. /�/�. era i' �- method of scratching sidewall -S Depth of pea -sized gravel in bottom of bole. inches. Date and hour of initial water filling Depth of initial water filling, / 3 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least i hours— /1 ti /_O S, •�.4 ati • Percolation test readings made by on IK starting at /d 5 a • Maximum water depth above hole bottoa (date) during test, inches. Time Time Interval, Minutes Measurement, inches Drop in water level, inches Percolat.c , .n rate, minutes per inch Remarks �, .a► o 7 S7 44,3 :53 3 o Z p G 1 •� b r ` Percolation rate .e minutes per inch. -7 PERCOLATION TEST DATA SHEET Test hole location 54700 "-eF 199i,ewi, Hole numberlo—� 1 Date test hole was prepared Jr.? , Depth of hole bottom, inches. Diameter of hole, 6 inches. —74 / % . 76. 9_ Soil data from test hole: Depth, inches O �-4, Soil texture S> ' e- e eo k '- / r�> Method of scratching sidewall S,-Kf = • Depth of pea -sized gravel in bottom of hole, .2 inches. Date and hour of initial water filling : Depth of initial water filling, / 3 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours e4 a Tp 5,;" ,� i • Percolation test readings made by -- liAvt=� 044 ie_ GS on ,e - IS- - S{ 3 starting at �S a'm' Maximum water depth above hole botta (date) m. during test, d inches. Time Time Interval, Minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks II ; 3 1 Z y C s4 5 It ;s4 Percolation rate d minutes per inch. :1 .3 PERCOLATION TEST DATA SBEEI Test bole location '/� cs-r� e�� Z�- -L. -?%tom Hole uumber?-w- d/__ Date test bole was prepared Z —/ 4� - �'3 . Depth of hole bottom,.ZZ/ inches. Diameter of hole, to inches.SS- Soil data from test bole: Depth, inches Soil texture Method of scratching sidewall Depth of pea -sized gravel in bottom of bole. A inches. Date and hour of initial water filling :. ` IV— gf.7 OF .� Depth of initial water filling, / inches above hole bottom. Method used to maintain at least 12 inches of depth in hole for at least 4 hours A a 7 o Percolation test readings made by %% I on (- /S•- ir3 starting at /� • `G- P.M. . Maximum water depth above hole bottc (date) during test, inches. Time Time Interval, Minutes Measurement, inches Drop in water level, inches Percolation rrte., minutes per inch Remarks p: !, �y r ; a 30 i. Ste 130 S �. '.Z p � ly Go tr.� r o 1': 00 PM _ 7 S {. 36 s 0 b t S•c a Percolation rate U minutes per inch. IM ✓v /I�'G MCM ATION TEST DAU 4 1091 Test holm location 4�?Gt7 %P _r. c/v� cne .owy Sole number? - Date test bole was prepared - /'Y 3 , Depth of bole bottom. - 0 inches. Diameter of hole, �_ inches. ,rp�R,�,gr.� �L;�-v 77 Soil data from test bole: Depth, inches 0 - Zo Soil texture Q I�IC /S I�J�►-/! C Method of scratching sidewall ---C:7'A//C-f Depth of pea -mimed gravel in bottom of bole, >_ inches. Date and hour of initial water filling ts� - -, V - .7 3 "57.' ,?o ,- ,, Depth of initial water filling, inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least d hours _ 46e ro siPsfo,c/ Percolation test readings made by n .4e, on G 13 1 S,? starting at F.M. Maximum water depth above hole bot (date) /� during test, 971 inches. Tim Time Interval, Minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per Inch Remarks 30 '� zy�o (v ---- 1�; /fit °"minutes per inch. (. U ✓v6 ' /!�� %�, PERcm AnoN TEST DATA SBEE'1' Test bole location Eg!j,,ri'v�P ��y,_ �/Hole number? G Dote test bole was prepared - /E— F 7 , Depth of hole bottom, ? Y inches. Diameter of bole, �_ inches. ,f-L/J�.��i�L•�"!/ �esr.f�,� Soil data from test bole: Depth, inches Soil texture Method of scratching sidevall 5/��C.� • Depth of pea -sized gravel in bottom of bole. �_ inches. Date and hour of initial water filling 4. ? Depth of initial'vater filling, /3 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least d hours ,4 14Tp Percolation test readings made by bey v f' ..Or /G G S on starting at / D t s.s. . Maximum water depth above hole botta (date) during test, inches. Time Time Interval, Minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per Inch Remarks O'S al 50 s -e se t 5 '1 J Percolation rate Z minutes per inch. / 6 _ . PERCOLATION TZST DATA W==n s . Test bole location 4,foo Date test bole was prepared 8 3 Depth of bole bottom, inches. Diameter of. bole, li inches. s Soil data from test boles �! Depth, inches Soil tenure Method of scratching sidewall 1V,4 / L • Depth of pea -sized gravel in bottom of bole, _ Z inches. Data and hour of initial water filling 6 - 2 / - /,tf /-P Depth of initial water filling, 13 inches above bole bottom. / Method used to maintain at least 12 inches of water depth in bole for at least i hours > a 7 S ,1 7,4 or► • Percolation test readings made by a� r . �� ,.< < r - i o -z+ r.►, % on " _Z 2 - 3 starting at m Maximum water depth above bole bottom (date) during test, inches. �f Tire Tim Interval, Minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Aenarks 14 r 12 C% �, , � - 02 Percolation rate �G • minutes per inch. PUCMATI N TEST DATA Sat>Er Test bola location 4-(.g00 R.4 yri,af �'&/0 Sole number F 0 Date test bole was prepared (sf��83 .Depth of bole bottom. /.s inches. Diameter of bole. inches. ' Soil data from test bole: Depth. inches Soil texture Method of scratching sidevall Depth of pea -sized gravel in bottoms of bole. 1 in:bes. Date and hour of initial water filling bZZ 1%83 b, .t AA Depth of initial'vater filling, 13 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours AA9 S;Ak,n Percolation test readings made by I1 Ten•, on 2 83 starting at 105 a.a. Maximus water depth above hole bottos (date) P during test, ( inches. Time S Time Interval,. Minutes Measurement, inches /y Drop in water level, inches Percolation rate, minutes per inch Remarks LV I o 4 .v 2' 15' Va c-e y 30 ��1 'AA 2G. � Percolation rate - � . 7 minutes per inch. 8 (6 '�� /�G -a,><ERCdI.ATION TES? DATA SAES? Test bole location 4W,F49 �.S.h� . r�c�>�ti Dole number /P- I Date test bole was prepared ll��Zl�93 . Depth of bole bottom, /S inches. Diameter of bole, 6 ins nes. Soil data from test bole: Depth, inches Soil texture Af- Method of scratching sidevall & - , ' Depth of pea -sized gravel in bottom of bole, _ inches. Date and hour of initial water filling (o ��f BCD PM Depth of initial water filling, / 3 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 bourno S 1 P�'G h Percolation test reads ags made by 2�P UC 0 i 115 ?or^�� _ r� �.. �. an (p%Lstarting at /%,y ' . Maximum water depth above hole bottom (date) P. during test, inches. Time j y 143 Time Interval, Minutes Measurement, inches h Drop in water level, inches Percolation rate, minutes per inch Remarks /Z; l 30 (o 0 12 fL 0 o �,`' L Z,S� C� I'zo 37, Percolation rate ��O minutes per inch. I LS` TEv,mATIDD TEST DATA SREET Test bole location �, Oo ��T, S.y�T w-��'�V Bole numbers 10 Date test bole was prepared l — 2/ -- Depth of bole bottom, inches. Dismeter of bole, ` inches. Su.Ff.I Cc - Boll data from test boles Depth, inches Soil texture Method of scratchin; sidevall /�/f!/�— • Depth of pea -sized gravel in bottom of bole, � _ inches. Date and hour of initial water filling Depth of initial water filling, /? inches above hole bottom. Method used to maintain at least 12 inches of water depth in bole for at least i bourn Percolation test readings made by l OF lt'% /4LZ/163 starting at S S" (date) .m. during test, inches. on . Maximum water depth above hole bottom Time Time Interval, Minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks / 2.;dS 6 �e7-Cd_ ,2 �S Percolation rate '2 7 . 0 minutes per inch. ^ (— ) PERCOLATION TEST DATA 4 11 Test hole location :E,YOo e9w-_�� Bole number X 11 Date test bole was prepared 1c - -I - 8 Z Depth of hole bottom, inches. Diameter of hole._ inches. Surf-�r-.0 •�L�-�.rr��N ems: / Soil data from test bole: Depth, inches Soil texture Method of scratching sidevall NA' Depth of pea -sized gravel in bottom of hole, Z inches. Date and hour of initial voter filling �� I 8?, Pt,,t Depth of initial Vater filling, inches above hole bottom. Method used to maintain at least 12 inches of eater depth in hole for at least 4 hour. a2fo 5;-12A0n Percolation test readings made by iAUe-'P IS .5p %4k an Z 3 starting at :00 O %. . Maximum water depth above hole bottoi (date) during test, inches. Time 1490 Time Interval. Minutes Measurement, inches 6o7 Drop in eater level, inches Percolation rate, minutes per inch Remarks 2; JO 7,0 l.7: 30 TOP C k cc �n p 0 F Percolation rate minutes per inch. !) Cam, SPECIFiCiTIONS FOR OYSITE SS, -!AGE TREeMMENT SYSTF I h300 Bayside, Orono, Minnesota June 30, 1983 # 1962 C XRkL: These specifications are based on the standards contained in the Minnesota Pollution Control O SITE S^r.'NGE TR A7-!ENT MJNTUAL as modified by local regulations contained in resolution No. t9r,—City of Orono ONSITE SE-.1ACE TTMATTIXT DESIGN AiA NUAL, adopted April 33, 1978. The installer of the system shall be certified by the Minnesota Pollution Control Agency, and shall be knowledgeable of these standards* All materials, equipment, and installation shall be in accordance with these standards. Except where specifically spelled out in this specification, the installer has the latitude of choice of materials, techniques, equipment and final construction configuration as long as they conform to the above standards. 'YSTF.2f COMPOYE2'TS t The sewage treatment system shall consist of the following; - Two septic tanks in series. In lien of two tanks, a single tank Frith two separate compartments may be used. - One pumping station. - One mound type treatment. area. - Building sewer and appropriate connecting r_lunbin- to make the entire system function. DESIGN PAII.I•.ETERS: Me following parameters have been used in desit-,ring the sewage treatment system; • 31j7ELL117G. Type 1, 131 h SF sirgle fanily home, 2 BR rambler with IMP inished basement. Consider as 3 BR home to accomodate poscible future B-R in basement. - PE-004:^ION : �,Tt . 30 miraites ner inch in the upper 21 of natural soil. - LI::ITI!:G SOIL PROFILE,. "ottled soil indicating seasonal high ground water level at 21 below grade. Impervious layer at 21 below grade. - EST1*-:A ^- SE:«:(2 FL7.1. L50 gallons per day. SEPTIC TA: T.S: Wo septic tanks will )e installed in the F-_:neral location shown on the attached location plan. The first tank in line will have a capacity of not less than 1000 gallons. The second tznk i:ill have a capacity of not less than 750 gallcnse In lief of t:.ro septic tanks, one tank with taro separate con-artments, with ca^acities of not 3.esc than 1000 gallons anti 750 r-allens for the first and second conpartment respectivel;/• may be used. Fl.-Ipi!"G CHIMER: ischar^e from the second septic tank shall be to a pun -ping ch- ber installed in the general location sho.m on tha atta,_!ied location plan. ; 1/3 FP low head nr.^_p shall be installe^, dischar7!-ng, to a 2" pine leaaJ.ng to the treatment area. Controls shall be a3j�sted to p•-rp a dose of 110 gallons. An alerm will be provided to warn in case of failure. In lieu of a pump, a suitable siphon ray be used if approved b,% the design engineer, Thonas K. Smith, Pr. "r#%SA O&MAVU A0Qf%f%1ATC4M lmw June 30, 1983 Job #i 1962 Specifications, h300 Tayside Page 2 of 1t TREATWIT AFEA: A mound system treatment area will be constructed in the general location shown on the attached location plan. The natural slope in this area is approximately 6%. The mound configuration is indicated on the attached General Mound Configuration sketch. Pertinent details are as follows$ - ROCK BED. The rock bed shall be 61-8" wide by 60, long, placed on top of the sand fill. 9" of rock shall be placed under the perforated laterals and 2" of rock shall be placed on top of the perforated laterals. The rock bed material shall be a clean rock, crushed igneous rock, or similar insoluable, durable and decay resistant material, free from dust, sand, silt, or clay. The size shall ran-e from 3A inch diameter to 2 1/2 inch diameter. The rock bed shall be level. - PERFORATED IA TERAL. The perforated laterals shall be 1 3A inch pipe with 3/16 inch holes spaced 36 inches on center at the invert. Two laterals will be installed, h0 inches on center and each 20 inches from the edge of the rock bed. The perforated laterals shall be connected by a 2" manifold pipe and shall be capped at the ends. The manifold shall connect the perforated laterals either at one end or in the center. The purpose of the manifold pipe is to distribute effluent from the pumping chamber equally to the perforated laterals. Details showing the manifold connection and can is sho:•m on the attached sketch, "Tee to Tee Lateral - 'Manifold Construction". S _ITD FILL. After preparation of the natural ground, a sand fill will be placed as the base of the mound. The sand fill will extend at least 12 inches thick under the rock bed at its uphill location, and shall be level with the top of tre rock bed, extending 18" beyond the rock bed, t down on a 3:1 slope. The sand s;iall be composed by weight of at least 25% of very coarse, coarse, and medium sand varying in size from 2.0 to 0.25 mni, less than 505, of fine or very fine sang ranging in size between 0.25 and 0.05 mm, and no more than 10% of particles smaller than 0.05 mm. RUITOFF DIVERSI)N. The mound shall be protected from surface runoff by constructing a diversion dranage urhdli of the mound systen. The diversion shall consist of cohesive fill extending 7 feet beyond the uphill side of the mound at the center, uniformly extending, at the base, to the corners of the mound as indicated on the attached General }'ound Config- uration sketch. This diversion fill shall be compacted to 95% of the standard proctor density according to ASV.: D-698, and shall form a smooth surface to the top of the mound. S10TY LOf�11 COVER. The sand fill and rock bed shall be covered vrith a mound of loosly placed sandy loan fill, 12 inches deep at the center of the rock bed and 6 inches deep at the edge of the rock bed, tapering outvrard at a 3:1 slope. TOPSOIL COVER. The entire mound and runoff diversion shall be covered with 2 inches of topsoil suitable for growing grass. ?SOL COi,'�TRUCTION: CO::.; C; ICI: A rubber -tired tractor nay be used for plok-ing or disking, to prepare the soil surface but in no case shall a rubber -tired tractor be used after the :,;;,rf ce preparation is co:�pleted. A cratitilcr or track -type tractor shall be used for mound construction TOM SMITH ASSOCIATES Inc June 30, 1983 Specifications, L300 3ayside Job # 1962 Page 3 of 4 SOIL SURFACE PREPARATION The discharge ripe from the pump to the mound areas all be installed prior to soil surface preparation. The trench excavated to install the discharge pipe shall be-arefully backfilled and compacted to prevent seepage of effluent. Compaction shall be to not less than 95% of standard proctor density according to ASTMS D.6989 The total area selected for the mound, inclyding that under the dikes, shall be rou^hened in order to thoroughly break up any existing sod layers and to provide a suitable t,ansition zone between the original soil and the sand layer of tht mu;md. The area shall be rou_-hened only when the moisture content of the soil 8 inches below the surface is drier than the plastic limit. Plastic limit is the soil moisture content below which the soil may be manipulated for purposes of installing a soil treatment system, and above which manipulation will cause compaction and puddling. If a fragment of soil can easily be rolled into a wire 1/8 inch in diameter, the moisture content is above the plastic limit. If the soil is dry enough to be friable and falls apart when rolling it into a wire, the moisture content is below the limit, and soil may be manipulated. The standard method of determining the plastic limit is specified in ;.merican Association of State Highway and Transportation Officials (A1.77'TO) Designations T 90-61. Surface preparation or roiir-hering may be rerformed Frith a mold board plow, a disk plo;•r, or backhoe using only the teeth. :tld board plow furroughs shall be at least 8 inches deep, stall be thro,m upslope and shall run perpdnc?icular to the slope. There shall be no dead furrow under the round. 3a^.khoe teeth nay be used to roughen the soil surface and break up the sod layer. Care mist be taken so as not to compact or puddle deeper soil layers. In no case stall any surface soil be excavated and removed from the area. I•'.ound constructi-n sY.all proce�,' irr:ediately after s•.:rface preparation is coxoletpr% L1•er7 effort sl;orld b� taken to prevent rain from falling or the rrer. ad soil surfaces. PLACr.'G S'.NM LAi"J'F.e k crawler tractor frith a blade or bucket shall be used to move the sand into place. At least 6 inches of sand shall be kept under the tracks to :.i ;r°ize compaction of the ploi-rec: layer. The sand layer rpon t!-,c filter material i- ^laced shall be level. OT! r a CC?1SID-.?.;,T-i `N, s e builder should coordinate the site de-.elornent so that the well is at least 50 feet from the septic tanks and treatment areal ar.d at least 100 feet from the treatment area :.f the well is less than 50 feet deep. ",ie suggest the well be placed in t-e general area sro::r or. Vic: site e.aluaticn location plan attached. It is recor-:erded that the b _ld.^rfence off the treat -gent area and n-) L2101-7 storzg_ of const~v^ti-n :T.at%rials or traffic on this area. TOM SMITH ASSOCIATES Inc NrWOV - A35"-0. I'WvAriowr impo-•, aaa wa •r Ce�w~ir /4t � A. sii N� �► sue, �CeR.v.sss rri�c�i i.v Rrso) 1 p 9 /w o u� D TAi� ryu:'.vT A R�;f� � i.R�ar ELENe i t /sal to 1 P4 41611. ,a� _--cTv� fR %. I —V a N l • SE'rr.c s•AOwdv r 1 .+w.e A%Fw•t adw • e-r i.tiArl~ .w. Svs`is rfo west, T.vis green L o c,o rie .v . (AP�raeJr. �lEY 9s.oJ �4LT«IYrI �! � , .IA•!n (A PPReX• Etc v 90 4 ) � Jest • rigs s r t ..ve• �Ver�• 40-7 /0 ?� Fitt► �-Z P- a ii,a- P- 9 / S ?' ri -,"! 51TE- EVAL UA T/ONIOCAT/ON PLAN 4 300 RArS/vE l O•ROIVO, MN. tTO S IW AY 6 P �7'U41f Z 4,' /983 60� BY T.�S June 30, 1963 Specifications, 4300 Eayside Job N 3962 Page LofL ATTACE.''ONTS t e fo owing items are attached to and made a part of this specification. - Site L17aluation Location Plan - General Mound Configuration sketch - Tee to Tee Lateral - Manifold Construction sketch I hereby certify that this plan, specification, or report was prepared by me or under P7 direct supervision and that I am a duly Registered Professional Engineer under the Laws of the State of Minnesota._ Date Re gistrati on TTo.h GENERAL 4 INCHES STRW OR MARSH HAY AND LAYER OF RED ROSIN PAPER GRASS COVER SAND FILL--� . 3 : / SLOPE --wn MOUND CONFIGURATION SANDY LOAM SOIL PERFORATED LATERAL 6 INCH TOPSOIL L LPLOWED OR CLEAN ROCK DISKED SURFACE 3/4 TO 2 �/Z INCHES CROSS SECTION A —A I I PERFORATED --LATERALS BED AREA .- 20 ,o 20 -- INCHESINCHES DIKF- 6 - 8 �- —DIKE 2Z•7 WIDTH �% i� f: i 1� 1 1 I 1 1 1• 04 6 % SLOPE R&woff D, v,rit r4v.v FIZ s PLAN VIEW JOB NO. 1962 TOM SMITH ASSOCIATES Inc TEE TO TEE LATERAL -MANIFOLD CONSTRUCTION Topsoil OeA1 Be -or Clean Sand Grass Cover Hay or Straw Covered by Layer of Red Rosin Paper (or nylon fabric) Perforation in Cap Near Crown of Pipe Perforations at Lateral Invert Rock Layer JOB NO. 1962 TOM SMITH ASSOCIATES Inc TOM SMITH ASSOCIATES inc August 29, 1983 Marvin H Anderson Construction Co 8901 Idrndale Ave So Minneapolis, MN 55h20 ATTN: Fred Haas Consulting Engineers MUM SUBJBCTt Additional site evaluation for onsite sewage treatment system b300 Bayside, Orono, Minnesota Job # 197l Please refer to our initial report regarding the site evaluation at this address. After a meeting with you, Mike Gaffron of Orono, and Rick Stodola on August 2hth, it was determined that the higher ground to the south east of the house under construction should be considered for the treatment area, in lieu of the primary and secondary sites indicated in the initial evaluation. The purpose for this was better access for the contractor which would result in a more economical installation. Two borings and two percolation tests were performed on the site. The results of these are attached on the logs of soil t.,._ ngs and percolation test data sheets. In critical respects, the soil profile is very similar to the previous tvo locations evaluated, in that there is 2 to 2j feet of silty nlay forrest mat overlying a relative stiff clay soil with expected very slow permeability. Moreover, in boring B-4. mottling was indicated, although only slightly at just deeper than-2 feet below grade. This suggests at very wet periods, water will saturate the bottom of the forrest mat of silty clay as it is unable to penetrate the stiffer clay layer of glacial till below. For this reason, the sandy clay layer dneountpred at a depth of 2j feet in boring B-4, and at just over 2 feet at boring B-5 should be considered a limiting soil layer, requiring alternative treatment systems. Percolation tests taken with the bottom of the percolation test holes at 18 inches below grade showed percolation rates of 2h and 8.8 minutes pe inch at locations P-12 and P-* respectively. RECOMYENDATIONS : We recommend that the onsite system designed and recommended in our previous report be installed, however with the mound system placad in the vicinity of this new evaluation by P-12 and P-13 as shown on the attached site evaluation location plan. Because the house plan has been changt 'j a front loading garage, the location of the septic and pumping tanks st.juld be to the east of the ?,rage for better servicing access. Additionally a j HP high head pump wil.be necessary since greater pimping pressures will be required. A copy of the revised mound configuration for this site is enclosed. I hereby ce:.;ty thc! Ciis Wan, specificor-m of Very truly yours rcperi�..._, _ � ' �>y" ^r un3er my dirccf TOM SIMITH ASSOCIATES, INC cc Widmer Bros GMa K SMITH, PE City of Orono T�;0•.:, ; i:.: :.iii! Date �" �i — �� P.I.n. No. 9044 6109 Kimberly Road, Minnetonka, Minnesota 55343 16121 934-9031 7"%I Te r oxi aroovd. 4vovs r C✓&'4w'P Go4-1TJ Ec4ry 3koo.co f of OILA-~,r f) STi3.oi N 5-r-00.4r i"-#o" /VOTE: /SOdveAo cw.3 '4 ~4!�p I.&I-C c Ti'r sT L oCArio'vs ,IJ.yloX 3 , 'v'n4'T r '.0 T L o< S No w.v g i2 SITE EVALUATION LOCATION PLANp h300 BAYSID-E, ORONO, MINNESOTA Job y 1976 August 29, 1983 TOM SMITH ASSOCIATES inc <!7. 2 - CO S `l 3 z 1 x y 1 3y,y„ 1 ,911 !, -3;' Is'y„ 2 Z' I. 2 5 1g ,1