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Home My WebLink About#1866 Septic Report & Inspection - Caretaker HouseLOCATION: CITY OF ORONO SEPTIC SYSTEM APPROVAL CITYofORO 0 1420 Bracketts Point Rd. Municipal Offices Post Office Box 66 Crystal Bay, Minnesota 55323-0066 Caretaker House --------------------------------- OWNER: James Jundt GENERAL CONTRACTOR:Kraus-Anderson SEPTIC CONTRACTOR: --------- SITE EVALUATOR: Otto & Associates REPORT DATE: July 20, 1993 ------------ The City of Orono has __ A_p_p_r_o_v_e_d _____ your on-site system design as of Jul Y 2 3 , 199 3 (approved-disapproved) (date) with the following conunents: ---------------------------- THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is enclosed. NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior approval of the Inspector (473-7357). Call for inspections 24 hours in advance. ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must remain in place until final site grading. Approval to pour footings will not be granted until the Inspections Department has verified that primary and alternate sites are adequately protected. NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20' of tested drainfield sites either before or after system construction. Compaction of these areas could render them unusable prohibiting the timely completion and or limiting the long term use of the property. A site copy will be available at the City Offices for the septic contractor. TELEPHONE -473-7357 • FAX -473--0510 TTO ENGINEERS & LAND SURVEYORS, INC. Kraus Anderson c/o Ramona 8625 Rendova Street N.E. P.O. Box 158 Circle Pines, MN 55014 RE: Sewage Treatment System Site Evaluation Report Hennepin County, Minnesota July 20, 1993 Job No. 93377 -Lots 5, 6, 9 and 10 and vacated Border Street of ORONO POINT, Hem1erin County, Minnesota. (Main House). Dear Ramona: The following is a design for a septic system for a 8 bedroom house on the above referenced lot using a mound system. However, no construction should begin before these plans are approved by the City of Orono. If you have any questions, please call me. Sincerely, Otto Associates Engineers and Land Surveyors, Inc. r6::a:tt .(»{ MPCA License No. 964 9 WEST DIVISION STREET -BUFFA_LO, MINN. 55313 -(612) 682-4727 SITE EVALUATION REPORT For Kraus Anderson Sewage Treatment System GENERAL INFORMATION This design is for a Type 1, 8 bedroom home and in accordance with the Minnesota Pollution Control Agency Standards and local ordinances. A seasonally high water table was evidenced at 24 inches of depth in Soil Boring 2. The slope is about 6%. The soils at a depth of 12 in Test Hole 1-3 have a percolation rate of 14 minutes per inch. All neighboring wells are located more than 100' away from the proposed treatment area. NOTES:· Keep all heavy equipment off the proposed treatment area before and after construction as much as possible. The treatment area should be marked off before construction. With proper installation and maintenance this system should have no problem in treating septic effluent effectively. It is recommended that the septic tanks be pumped every 2 years. MOUND SYSTEM: Flow: 8 bedroom = 150 gallon/day/bedroom 150 x 8 = 1200 gallons per day. 1200 GPD x .83 = 1000 square feet. 10-foot wide rock bed 100 feet long = 1000 square feet CONSTRUCTION EQUIPMENT: A rubber-tired tractor may be used for plowing or disking to prepare the soil surface but in no case shall a rubber-tired tractor be used after the surface preparation is completed. A crawler or tract-type tractor shall be used for mound construction. SOIL SURFACE PREPARATION: The discharge pipe from the pump to the mound area shall be installed prior to soil surface preparation. The trench excavated to install the discharge pipe shall be carefully backfilled and compacted to prevent seepage of effluent. PAGE 2 The total area selected for the mound, including that under the dikes, shall be roughened in order to thoroughly break up any existing sod layers and to provide a suitable transition zone between the original soil and sand layer of the mound. The area shall be roughened only when the moisture content of the soil 8 inches below the surface is drier than the plastic limit. Surface preparation or roughening may be performed with a mold board plow, a disk plow, or a back hoe using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall be thrown up slope and shall run perpendicular to the slope. There shall be no dead furrow under the mound. Disking may be used for surface preparation as a substitute for mold board plowing in soils having percolation rates faster than 15 minutes per inch (sandy loam) in the top 8-inch depth. Back hoe teeth may be used to roughen the soil surface and break up the sod layer. Care must be taken so as not to compact or puddle deeper soil layers. In no case shall any surface soil be excavated and removed from the area. Mound Construction shall proceed immediately after surface preparation is completed. Every effort should be taken to prevent rain from falling on the prepared soil surface. CONSTRUCTION MATERIALS AND PROCEDURES; DISTRIBUTION OF EFFLUENT: A minimum of 12" of soil defined as sand shall be placed where the filter material is to be located. A crawler tractor with 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 minimize compacting of the plowed layer. The sand layer upon which the filter material is placed shall be level. Sand is defined as a soil texture composed by weight of a least 25 percent of very coarse, and medium sand varying in size from 2.0 to 0.25 mm, less than 50 percent of fine or very fine sand ranging in size between 0.25 and 0.05 mm, and no more that 10 percent of particles smaller that 0.05 mm. A minimum depth of 9 inches of filter material (rock) shall be placed on the sand layer prior to installing the distribution pipe. Filter material is defined as clean rock, crushed igneous rock or similar insoluble, durable and decay-resistant material free from dust, sand, silt or clay. The size shall range from 3/4 inch diameter to 2 1/2 inch diameter. PAGE 3 PRESSURE DISTRIBUTION: Effluent shall be distributed over the filter material by three 1 1/2 inch diameter perforated pipes under pressure 98 feet long. Perforation holes shall be 1/4 inch diameter drilled in a straight line along the length of the pipe. Hole spacing shall be 60 inches with 25 perforation per lateral. Holes shall be drilled straight into the pipe and not at an angle. A sharp drill shall be used and any burrs in the inside of the pipe shall be removed. The perforated pipe laterals shall be installed level with the perforations downward. The perforated pipe laterals shall be connected to a 2-inch diameter manifold pipe and shall have their ends capped. The laterals shall be spaced 40 inches on center and at 20 inches from the edge of the filter material. The manifold pipe shall be connected to the supply pipe from the pump. The manifold shall be sloped toward the supply pipe from the pipe. Straw marsh hay to an un-compacted depth of 3 to 4 inches shall be placed over the filter material. A layer of untreated building paper (red rosin) shall be placed over the hay or straw. Geo-Textile material if approved by the County Building Inspector may also be used. Construction vehicles shall not be allowed on the filter material until backfill is placed. Sandy loam soil shall be placed on the filter material to a depth of 12 inches in the center of the mound and to a depth of 6 inches at the sides. Six inches of topsoil shall be placed on the fill material over the entire area of the mound. A grass cover shall be established over the entire area of the mound. No shrubs shall be planted on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound. The side slopes of the mound will be 5 feet horizontal to 1 foot vertical (5:1). This gentle slope will allow easy mowing of the grass cover. The soil material at the toe of the dike should be slightly less permeable or somewhat tighter than the natural soil below the mound. This can be accomplished by selecting a finer soil or by compaction. Whenever mounds are located on slopes, a diversion shall be constructed immediately up slope from the mound to intercept and divert runoff. PUMP AND COLLECTION TANK: A pump shall be used to deliver effluent to the mound. The pump shall be cast iron or bronze fitted with stainless steel screws or constructed of other sound, durable and corrosion resistant materials. PAGE 4 The pump installed will need to deliver 47 gallons per minute with a head of at least 21 feet. An alarm device shall be installed to warn of pump failure: Install the pump control and a Meyers, Model D.L.V. Audio Visual, Lo-Voltage alarm system or approved equal in a conspicuous place at the direction of the owner. Dosing Volume= 25% of 1500 g.p.d. = 250 gallons. DRAINFIELD ROCK REQUIRED: Based on 12.5 inches of rock, 19 cubic yards of rock would be required. SAND REQUIRED: Approximately 361 cubic yards of clean sand for under mound is needed. NOTES: A. Please see site plan layout. B. Typical sections for construction follow. C-7 E-3&4 E-6 E-12 F-7 PAGE 5 h .... "V VERTICAL SIDEWALL SEPTIC TANK FINISHED GRADE 'J/ L '<I/ -y ~ y ~AT ··LEAST ~ 'Vt 6 11 to 1]~, SOIL AT LEAST 4 11 . DIA. 4" DIA.~ I II 1 COVER ' I" I ·:.-.:.<I' AT LEAST I"..:. -~ r-AT 'LEAST : · MIN. ' ' ..--·.✓,·· . ,:_4· ..... ' ' . ::.;,:· '• . ,'•!,':: . '.·.',t .-; : ... ,, I ·4· -I t ., ► ]J_ A DIMENSIONS FOR TANKS WITH VERTICAL SIDES A 'v WIDTH, W 24 11 MINIMUM . -~ -•: LENGTH, L 2 TO 3 TIMES . THE WIDTH .. 8 DIAMETER 60" MINIMUM _l DEPTH, D 30 11 MINIMUM 1 78 11 MAXIMUM . C 0.2 D A r -AT LEAST -B 6" MINIMUM; 0.2 D MAXIMUM 3" C 0:4 D 4 · . AT LEAST 4 FEET I ~ A THIRD INSPECTION PIPE MUST BE LOCATED NOTES: BETWEEN THE INLET AND OUTLET BAFFLES. l. SANITARY TEES AT LEAST 4 INCHES IN DIAMETER 4. MANHOLE COVERS SHALL BE LOCATED WITHIN ,, 2. THERE SHALL BE ONE OR 1'AORE MANHOLES, 20" 12 INCHES BUT NO CLOSER THAN 6 INCHES ... LEAST DIMENSION AND LOCATED WITHIN 6 FEET BELOW FINISHED GRADE AND COVERED WITH AT :-~ ·:-• OF ALL TANK WALLS. LEAST 6 INCHES OF EARTI-1. 3. AN INSPECTION PIPE OF AT LEAST 4 INCHES 5. SEPARATION DISTANCE BETWEEN END OF INLET DIAMETER OR A MANHOLE SHALL BE LOCATED PIPE AND NEAREST POINT ON BAFFLE SHALL BE OVER BOTH THE INLET AND OUTLET DEVICES. NO LESS THAN 6 INCHES OR NO MORE THAN 12 THE CENTER LINE OF THE INSPECTION PIPES INCHES. . . . . . .. _SHALL BE lHE SAME AS THE CENTER LINE OF 6. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION THE BAFFLE OPENINGS OR SANITARY TEES . A IS 0.150 AND DIMENSION C IS 0.35D. . •\::~:·}.=.: .. '"•:, :.;_"!:', I •' .•.•,.<'!.:' \·.·'/:, ··:~1;:', . •' --" y .,- ··-: . ,•· ,f, ... ~ 4°· .. .. 6" -,-- D l l -- (-.. '· . LAYER OF GEOTEXTILE FABRIC OR 4 INCHES OF HAY COVERED BY. SANDY LOAM --PAPER--- ~/, II -2 1/ M CLEAN ffOCK FILL ----PERFORATED f LATERALS DIVERSION FOR SURFACE WATER Pl I l, LAYER OF GEOTEXTILE -- FABRIC GRASS COVER -- CLEAN SAND FILL MAXIMUM ·SLOPE-...-_...."",_ 3 TO I LOAMY SAND CAP PERFORATED LATERAL CLEAN ROCK E-4 PLOWED OR 3/4-TO 2 1/2 INCHES -.---- 5 -U- 8 - 5 - 0 - 1 L ___ DISKED SURFACE -~~-_:_:=::::=::::::::::==~==:irco/.;;-o--::=SLOPE -- CROSS SECTION A-A . ·. ·. \ \ \ : · · · : _! ·= / I I I t w . : .·: j ~ PIPE FROM PUMPING CHAMBER Cl . ~ Lr,--I -n ,i----- 1 1 I · PERFORATED · t.ATERALS I I I I l : ! I II : : I I I I I I BED I :· • I I I : I II l : . : JJ I I I I I I I AREA~-I I : : : ~· ti I I I 1--------1 I I J I I I I I ... l~l(/')ll I l ~ l ~ I I I l zu l u I I : Z :::c - l- 1.!) . z . W· ~ a w. ID • I . --.;..;·==i.-...J I I I I I -=20=--..-.:.,-""'!,,:,_0 I Q ~ 20 INCHES I -r ~T-=::r ': I iNCHES I I I I : 1 : : I I : : L I. I I I 1 _ __!_ I -------L • f • lc° FEET-, DIKE ~ MAX. • I --..:i TOTAL WIDTH ..... ·• I I PLAN VIEW RECTANGULAR SEWAGE _.,, - SEWAGE TREATMENT MOUND TREATMENT MOUND SLOPE ON CONTOUR CHANNEL RUNOFF )' LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND 0 PERFORATED PLASTIC PIPE \_ PERFORATIONS SPACED 3611 ENO ON CENT~R. PE:RFO~ATION VIEW ?~~E: _l.{4; ;-~·. !--'!-·'"'\ -.....-- ••. • . • • • • t~ PERFORATIONS ON BOTTOM PLASTIC Pl PE y lfNGf/-1 of ½ pfflfOflAffON 2"MANIFOLD PIPE pf.Rf of/Af f. 0 iAf£f?AL ~====> (ALTERNATE LOCATION OF PIPE FROM PUMP) '2" PIPE FRO~BER PUMPING CHA tj1 I-' N WATER TIGHT a LOCKABLE ELECTRIC BOX PLUGS OR ELECTRIC CONNECTIONS ~ .. 2 11 PVC CONDUIT SCHEDULE 80 ----._ MANHOLE COVER CHAINED a LOCKED SEALED MANHOLE RINGS REDWOOD CEDAR OR TREATED 'POST (4 x 4 min) ALL ELECTRIC CONNECTIONS MADE INSIDE BOX LOOP OF POWER CORD FOR SETTLEMENT Fl NAL GRADE "/.. AT LEAST 1211 . BELOW GRADE . j~~.,.,v,.,.-~ ; -. ~ WIRE FROM POWER SUPPLY -----------"":'l'! ... :':11.i·; 11t--1 C~ PIPE IS LAID ON A UNIFORM SLOPE FROM "l PUMP STATION UP TO SOIL TREATMENT AREA t\+_ _ FOR PROPER DRAINBACK • I SEALED TANK · COVER . . . PLASTIC ROPE OR CHAIN WITH ANCHOR----.... ALARM FLOAT ON SEPARATE ELECTRICAL Cl RCU IT--- · _fil!UT -QEf _LEVEL_sz _. _ ~ PUMP CONTROL FLOAl . L IF PIPE AT TANK MUST BE LOWER. THAN UNION TO GET ELEVATION FOR DRAINBACK, · A 1/4 INCH WEEP HOLE MUST BE USED I I WEEP HOLE NOTES: ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BUT MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT · ALONG POST ELECTRICAL CORDS FROM PUMP AND· FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND . . CONTACT. j1 " NIOUND DESIGN WORKSH.Et:.1 (For Flows up to 1200 gpd) A. FLOW Estimated \-Z..0:::::> gpd (see pages D-7 or I-3, 4, 5) or measured gpdx1.S = B. SEPTIC TANK UQUID VOLUMES 3cx::o gallons (see pages C-3 or C-5) C. SOILS (refer to site evaluation) 22\--1. Depth to restricting layer= inches 17 2. Depth of percolation tests= inches 3. Percolation rate /4 rnpi 4 .. Land slope ,u;> % -. , ' D. ROCK LAYER DIMENSIONS o. 9 5 .. 1. Multiply ~ow rate by~io' obtain required area of rock layer:Da1ly Flow x ~ = · · I 'Zou gpd x~~·~cf. ft./ gpd ::; l6C:C:> sq. ft. 2. Select width of rock layer (10 feet or less)= ID ft. 3. Length pf rock layer= Area+ Width= ·1000 sq. ft.+ Io ft.= l-OS ft. E. ROCK VOLUME . . 1. Multiply rock area by rock depth to get cubic feet of rock; I O.QQ_ sq. ft. X _J_ ft. ~ tococu. ft. . . . 2.. Divide cu. ft by 27 cu. ft./ cu_. yd: to get cubic yards; \ooo cu. ft + 2:7 = ·371 cu. y'<l. 3. • Multiply cubic yards by .. 1.4 to get weight of rock.in tons; 'TI_ cu. yd. x l.4 ton/cu. yd. = 5 2-tons .. · · · . F. ADSORPTION WIDTII · Estimated Sewage Flows in Gall0CU per day (gpd) Nwnbc:r o( Type! Type II Type III 1w Bedroom~ 2 300 225 180 3 450 300 218 011, 4 600 375 256 oCll>o s 75-0 450 294 ...... ia 6 900 525 332 ~I. 7 1050 6CO 370 8 1200 675 408 !II calumm Septic: T ... k C•pacW,,., ;,. &•U..... Numoc,o( Mini.mum Wquid Wquid c:apacity wiu, Bedrooms Copaci,y 1:a.tbacc di,po.al l or less 750 1125 3 or4 lOXl 1500 4ot6 1500 22.50 7, & or9 200) ~ ,,_9 - Rock Bed ---Length 1. -Percolation rate in top 12 inches of soil is \A:· .. m_ pi .· . .Absorption Width Sizing Table .l'erc:olatioa R.a&e Gallons R.1lio of 2. ·Selectallowa~lesoillo~~a;~J; table·o~-!~:!·e~:.{.-· "'r:~h Soi1Te=e ~:,: ~=~~ 3. Calculate adsorption width ratio-by dividing rock layer·· Puter!hlino.1 • u=seSand -. - 0.1 IO 5 Sand 1.20 . 1.00 loading rate of 1.20 gpd/ ft2 by allowable soil loading rate; 0.1 tos-F"mcsanc1 •• ~~ ~ · 1.20 gpd/ft2+ 01-?f gpd/ft'-= . /,5-'L · .. · . 1~~~----~ a.~ ----2.00 31 to 45 Silt Loam O..SO 2.40 : · . Check this value.o·n_page E-16. _. . , . . ,, _ .. 461060 etay1..oiun· · o.4s -2.61 · 60·. IO 1:20. Oay 0.24 S.00 4. Multiply adsorption width ratio by rock fayer width to ·get' s~ aay --required adsorption width;··· .. -. . ..._ _______ __._ __ ..._ ___ _ ; 'J;5-z_x / D ft =)S,2-ft I \J. LJU YV .l. '< .:i.1...v .i.-.c. U .U:--..C. Y Y u., ... .,_ .,_ 1. ·Iflandslope is 3% or more, subtract rock layer width from adsorption width to obtain minimum downslope dike toe for absorption: 12._ft-_fQ_ft= t; feet 2 Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation ' l feet . b. Multiply rock layer width by landslope to determine drop in elevation; Slop__e Difference . IO x.le_% + 100 = 6,(o feet c. Add depth of clean sand depth of clean sand for separation at upslope edge (2a) to depth of rock layer to roc.1< depth and the depth of cover to find the total mound height at upslope edge of rock layer; _L ft + 1 ft + ·1 ft = 3 feet , d. Enter table on page bottom with landslope and upslope dike ratio. · Select dike multiplier of >, t'.2'5" . e. Multiply dike multiplier by upslope mound height to get upslope dike wid.th: 3: p-;,:;-x 3 = /'2-feet f. Add the depth of slope difference (2b) to the upslope· height to get the downslope height · · 3 + o,Co .= "'3.<,o feet g. Enter table on page bottom with landslope and downslope dike ratio. Select dike-multiplier of /. 1 4 h. Multiply dike multiplier by downslope mound height · . to get downslope dike width: 4, \4 x -3,lo = -Zep feet i. Compare the valu~ ~f step G.1 and Step G.2.h. Select the greater of the two values as the downslope dike width; Joo~l,3'x \D:. l3eo 'J;t._ l-u< 1-z.4--1:'.--z_~ -z:t:Jz. 1 J411;< 2C.xl'24:-2--:. 58o3 5,3~lo~\-t.~ ;9..t,;~ -ZJ.,c; feet j. Total mound width is the sum of upslope dike. _.:::.es~;2:::}i-~~~~~~?-;-~~;;;;~)ii~?~: ~idth ~lus roc.1< layer width plus downslope . :-:?:?~:·-: 13ecl Length__ ·:-:•:•:·:-:·:• dike Wldth . . .. ·t·· -·· ·'!!· ·.: ... ~!'-, ·: .. :·. .·.:·.· . .:.-:.•:-.•:•:-t2-ft+ \ o ft+ W -ft -·4g· feet · ·-.-.:-:_.•; -;:-_.:::-. .-;:...-;::.-;:_.-;:..~=:..'-:::· • ..-.;:.--~:-::::::::·:·~:-..-i}~'~'~id~·.f:•:,: k. Total mound length is the sum of upslope ups1opet);;~~~-~~:::•:::·.-:·,.:.-.-.;/: /ti/}fo_.-.::-.-;:-..-.=:-_.:::-_.•;::-:=:-_.-.:-.-.-·.:-.-.~=:·_-:: · · d . · · ~ft=s~t=~~-rr~~~?;t: ~---Eili---wi·dff;·•--·-·--·-·--•.:.---r; ~ps~o; ~~I:~~: layer length plus :~;:~:i::/:;i:)~;i~~it{ ::;:/:~i~::~::i::/?::!::::~::~~/?\/' /17-ft+ · /00 1 ft+ /'2-ft=. t?fL: feet ·--·-:-.. •::--:::-.-;-...:::~·;:-.-.::-,.:-_..-_ .-.::-.-;:-.'.=:-,.=:-.-;:--:::-.-.::-.-.::-.-.::-.c.::-.-.::-.-.::-,.:· .. -···· --_;:::i_ J,,t----~Totart.a,gm __ . -J.Jownstope Upslope 3:1 ,·"'1 S:l 6:1 7:l 3:1 "'1 5:1 6:1 7-.l 1:1 ·-- S.tlo~ 0 3.!J u s.a 6.0 7.!J 3.0 .c..a 5.0 6.0 7.!J a.a 1 U9 4.17 S.26 6.38 7.s:3 231 3.IS u, 5-'6 6.S4 7.41 l l.19 cs 5.S& uz Ll4 :2..!3 ,3.,o 4.54 5.36 4J4 6.90 3 3.JO <1.$4 .ua 7.32 U& :z.;s l.S7 4.35 5.01 5.79 us ' :!Al u, 6.25 7.89 9.7.Z :ua l.'5 4.17 U4 S.-16 &..c6 s , 3.53 s.m 6.lil &S1 1a:n 2.61 _:_~---~ U2 5.19 S.71 ' I U& 5.26 ~ 9.38 l2.D7 2.54 4.41 U3 S.41 1 '. lJl0 -5.S4 11134 . 13.T.I 2.-15 3.l% . U3 4.70 SJ3 ' 3-SS-s..a &.l3 11.54 1.5.91 Tu l.Q3 l.S7 4..05 4,49, ua ' 4.11 6.25 us 13Jl4 1&.92 23' 2.!J4 us. l.90 4.JCI u.5 10 .u, &.GI 10.!J 15.00 :tl.J3 2.31 2.&6 l.33 l.75 412 '""' 11 . ua _7.14, !Ul 17.&S JQ.43 U& :z.n 3..%3. 3.41 l.9S "-l6 12 4.69 \~~) 12.SO 21.43 · ,&3.7S' 2.Il :uo l.12 l.'9 lJl0 ,U)II . ' i· PRESSURE DISTRIBUTION SYSTEM· 1. Select number of perforated laterals _...,..$.-::;.. __ _ 2. Select perforation spacing= __ S=--'-feet 3. Since perforations should :r:iot be placed closer than 1 ft. to the edge of the rock layer (see diagram), subtract 2 ft. from the rock layer length: . lee> . q8 . o.c.t.•-l th,.. zft. = . feet . ,v.,u. w.yer eng 4. Determine the number of spaces between perforations. Divide the length above by perforation spacing and round do-wn to nearest whole number. r Length perf. spacing= q 8 ft. -:-5 ft. = 2° spaces . · (#3) . (#2) S. Number of perforations is equal to one plus the number of perforation spaces . 2o spaces+ 1 = 2--i perforations per lateral 6. Multiply perforations per lateral by number of laterals to get total number of perforations. '-'' ...... _ .. -··---· -- • ... Al L.0..1 12.• ro Edq• ~~~~~.,,..,..,._._.....:.::·"";,:.:-iiii" ol R4C>t tAyff ,.:• · Pvfotati~··Locot,ed 01 -~--Clean ~ u'ycr Bolton, of t..ate1"0.f. ~1 ~;q~=~•:11 ~:;;y ·s:,;;l•d ~ Belo,. Pfod"9 S<Jnd Layer TABLE OF PERFORATION DISCHARGES lN GPM Head Perforation di.imeter (inches) '!~ 'I. 1.0a 0.56 0.74 ( 1.5 0.69 0.90--- 2.0b 0.80 1.04 2.5 0.89 1.17 3.0 0.98 1.28 4.0 1.13 1.47 5.0 1.26 1.6.5 a Use 1.0 foot of head for residential systems. bUse 2.0 feet of head for other establishments Table 2 3 -Z.\ 1.3 f . ~s X p<!ds/latera.l = _<4/_. ____ per orations M:iximum allowable number of qu:iLer inch perforations per l:itenl to iuannt,,e<lOS Di.sch:ar-,;ie V2nalion perlonU-:,pa<lnc . (roed) 7. Determine required flow rate by multiplying number of perforations by flow per perforation &~ x~;~=_11gpm. -- 8. :. If later_als are connected to header pipe as shown on upper exa.mple,,select minimum required lateral diameter from table 2; enter table with perforation spacing and number of perforations per lateral. Select minimum diameter for perforated lateral = ___ inches 2.5 3.0 3.3 4.0 5.0 9. If perforated lateral system is attached to manifold pipe near the center, as in lower example, perforated lateral length and number of perforations per lateral will be approximately one half of that in # 6. Using these values, select minimum diameter for perforated lateral from table 2 perforat~ lateral= /;'S · · incites ',-("". 1.25 inch I 1.5 inch 2.0 inch 14 18 28 13 17 26 12 16 25 11 15 23 -.. 10 14 22 PUMP SELECTION PROCEDURI; A. Determine 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 2,700 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. -----2 ft. = .ft. k,c,r.1.>,-lo"9l' -- d. Determine the number of spaces between perforations. Length perf. spacing=_._ ft. 1 + __ ft. = __ spaces e. ___ spaces+ 1 = __ perf~rations/1atera1 • f. Multiply perforations per lateral by number of laterals to get total number of perforations. =-• x ,-,,.1t.....il= __ perforations. g. -;;;: X gpmlpcif = __ gpm. SELECTED PUMP CAP AOTY 47 gpm B. Determine head requirements: · 1. Elevation difference between pump and point of discharge. -ro feet 2. If pumping to a pressure distribution system, add five feet for pressure ~uired at manifold __ ~ __ feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. ENO PERFORATION OF A PERF0RATED LATEJ'!At. :;-;_<:"-:f.:: ~::; : : -.·-.... t,,,·•. ~;]-. Cl..,..s..nd i.a.,.., :: ... ·. ·. 'S?::.~;·~,: ~.:;;··~~~ :;. Belen Plodnq Send l..,... /1.l lllOd ~ le Edqa .. ,_lAyw TABLE OF PERFORATION DISCHARGES IN GPM ! Head Perforation diameter~) 'I,. 'I. 1.0a 0.56 0.74 l.S 0.69 0.90 2.0b 0.80 1.D4 2.5 0.89 1.17 3.0 0.98 1.28 4.0 1.13 1.47 5.0 1.26 1.65 a Use 1.0 foot o{ head for residential systems. bUse 2.0 feet or head for other establishments Pipe Length Point of Discharge Read friction loss in feet per 100 feet from table. · F.L = 21 &::? ft./100 ft of pipe b. Determine total pipe length from pump to discharge point. Add 25 percent to pipe length for fitting n ----El-e-va_ti_on_D_i_ffi_.e-1e:-= I . ~Pump loss, or use a fitting.loss chart .. Equivalent pipe· -----Iength-1.25 tiT.f!ipe ~e~~== lS~.-. · f~·· -·· c. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivalent pipe length.-/'-~ Total friction loss=-I¼ x 5,v +100 = · ~ feet' 4. Total head required is the sum of elevation difference, special head requirements, and total friction loss. -~✓~b ___ + __ 5 ____ + ___ ~-- (l) (2) (3d TOTAL HEAD -Z/ feet C. Pump selection · 1. A pump must be selected to deliver at least 4-:Z gpm (Step A) with at least 2/. feet of total head -(Step B). gpm 10 12 14 · 16 18 20 25 30 35 40 45 50- 55 60 F-18b 1.5 inch · 2.0inch 3.0 inch Fmllal 1.-per 100 tt oL pipe 0.69 .. 0.20 0.96 0..28 1.28 0.38 1.63 0.48 . 2.03 0.60 2.47 0.73 0.11 3.73 1.11 0.16 5.23 1.55 0.23 7.90 2.06 0.30 11.07 t~ . 0.39 14.73 : 0.48 t--1.99 ' 0.58' 4.16 . 0.10 5.60 0.82 Logs of Soil Borings B-31 Location or Project 9 3 3 7 7 ------=---------------------- Borings made-by -"-/J.-'--. ..;:()~, __ ..._F~g~~--------- Classification System: AASHO ___ ; USDA-SCS __ _ Date 7 -/ '). -9 3 Unified V-----; other ------ Auger used (check two): Hand ~ or Power __ ; Flight __ , or Bucket ~ other Depth, Boring number I Depth, Boring number ;;> in ·surface elevation -in Surface elevation feet feet 0 0 B /qc. ~ kj)so: I lo:' /cJ;05 CJ.' I 1 1 -__, /6'.:l-;YY? J;/,:;,t,<.) Y1 ,i}ror_un C,../qG.! l. DO Y'/'1 2- __, 2 _,,,,,-00 -ff /'. '-, :J --~ 'h, ;;Jc::, d°'. _, .J. ,:? -3 c:: /c;:j I 00.,,.,.-;., 3-o,o~J/; ::, Q ./.. :1° ... 1 l.CY?r-/7 - .J U,ov<.,1Y? 4 . , I , 4 /Ao..;....,-. ,,,,,.,_o ' , I Jo r7 d J IO q, ,..--YI --.; , / -f-, g /"oe,,v YI 5-5 Ir. 15 ~ Oc.,,_/ n ~ c::; ,1/7 '-../ 7 / 0 C> ,.,_,, r. c; -·. -.) /-t. 8°/c:,~u..--: <"". f A:,c,,, '!··--: W h. r-e' /9 /7 .A4o -!--/-/.-.,_ 1 J,,.,,, "7 6-6 . '-' 7-7 - 8-8 -. ··----~ ---.. --·-· .. ---· End of boring at &7 feet. End of boring at & feet. Standing water table: Standing water table: 11:,:esent at feet of depth, Present at feet of depth, hours after boring. hours after-boring. Not present i-n boring hole . Not present in boring hole . ,· Mottled soil: Mottled soil: Observed at L/ feet of depth. Observed at ;;; feet of depth. Not present in boring hole . Not present in bo-ring hole . .. ObsC!rvations and comments: Observations and camments: Logs of Soil Borings 9 B-31 Location or Project __ 3_3 __ 7_7_=------------------'------ Borings made-by .... P_._o_. ___ -_F._._P ___ . ________ _ Date 7-/ ~-93 -...:.-------:o-_ __,:::..,_ ___ _ Classification System: AASHO ; USDA-SCS ------Unified c.---; other ------ Auger used (check two): Hand ~ or Power __ ; Flight __ , or Bucket ---;' other ----- Depth, Boring number 3 in Surface elevation - feet 0 J3/c:;c~ P/J5o,' / 1 Dr 0 !Jl'O(.,JY/ /oq Y'r7 2?..5' .. ' 3- IOQ-r/J --..i 5-< / ..)0 /? ct 6---l-------------------l 7- 8- End of boring at (; feet. ----- Standing water table: F=resent at ____ feet of depth, _____ hours after boring. Not present in boring hole • ---- Mottled soil: Observed at L/ feet of depth. Not present in boring.hole ____ • Observations and comments: Depth, in feet Boring number Lj __ __;_ ______ ---I Surface elevation -------....J 0 Jo'' 1- -:)("~I, 2 ?,Ci' r 3 -I) / Ot,,..-/ YT '7 1' < I I • 0 ,/.' C1 r.., /re:;)•.::;, .J,,-7__..,, -• ./ ~ I 6 - 7,- ·8 - C 0. End of boring at :J · .:..i feet. Standing water table: Present at feet of depth, ---- -----hours after boring. Not present in boring hole ____ • Mottled soil: Observed at )O ~hGh<!'.,S ..._ of depth. Not present in boring hole ____ • Observations and comments: Logs of Soil Borings B-31 Location or Project q 3 3 7 7 ------::::---::.:-------------------------- Borings made-by P. 0 , F, P. Classification System: AASHO USDA-SCS Date 2-/d · 9.3 Unified ~ ; other ------------ Auger used (check two): Hand ~or Power __ ; Flight __ , or Bucket I/;-other -- Depth, in feet Boring number ____ 5 ____ -"'1 Surface elevation ---------i 0---+--------------------i I iJ I ' 1-5 rOlJ Y1 ,., 'I I' ..._,..,1,,1___ .,,, , I I I . 2 _ ,,, ✓• o.r. , ....,'j ? ::; l I _; 3- 4- 5- ·-! . .'-< / O,:,,,_.J /7. '.., 6 --i------------l 7- 8- ' End of boring at C, feet. ----- Standing water table: F:resent at feet of depth, ---- -----hours after boring. Not present in boring hole . ---- Mottled soil: ::t'!''-~ Observed at -2.~~d:::__-~.., of depth. Not present in boring hole . ---- Observations and comments: Depth, Boring number Cc, ----------in feet Surface elevation -------- 0 JO'' 1- J ?'' A-'i 1 1 / / o-r-r ,:,,:, 2 -·'-' 3 - 4 -!----------·- 5 6 - 7 - 8 - End of boring at -----5 feet. Standing water table: Present at feet of depth, ---- hours after boring. ----- Not present in boring hole ____ . Mottled soil: Observed at / Y Not present in boring hole ____ • Observations and comments: Logs of Soil Borings B-31 ·Location or Project _CJ-'-·-'J'-'3=--'7---'7'--__ -::-___________________ _ Borings made-by p O, £ P. Date 7-/-;;?-9 .3 Classification System: AASHO ; USDA-SCS ; Unified ~; other ------------ Auger used (check two): Hand ~r Power __ ; Flight __ , or Bucket ~ther --- Depth, in feet I ...., Boring number --~·--'__j~-----l Surface elevation __ · ____ _ 0------------------- lo '' 1- 1_~.ft -i--~ ,,, l --, •-4 _j z -r--=--------------l -· ,;'!" ;? 1 ; • I ./"' I I d, ~... ¾./, _ .. ---; :: /[__ ,.i--:::.., i_, ~:) . , I 4- 5- 6- 7- -------·-··--a_-._ ---· ----------··· ·-----·---. ------------- End of boring at 3 feet. ----- Standing water table: F:resent at feet of depth, ---- -----hours after boring .. Not present in boring hole ~ Mottled soil: Observed at ____ feet of depth1/ •. Not present in boring hole -V . · --c....-- Observations and comments: The -!o;J ;;; -kef-a/2 5c,,' / ct re .. k JI of --th r's ho /e., · Depth, in feet Boring number ----------Surface elevation -------- 0---+------------------ 1- 2- 3- 4- s- 6 - 7 - 8 - 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 depthe ---- Not present in _boring hol~ ____ • Observations and comments: . PERCOLATION TEST DATA SHEET Percolation test readings made by_:_p_,_O_, __ _,_{;.....,_, -"P.___ ____ on 7-I 3-J Jtarting at / 0: 3 cJ (dar,) '---'----=---p.m. Test hole location 9 3 "3 ? 7 , Hole number _ _,_ ___ • Date hole was prepared 2-/;;;; -7..3 /~ / Depth of hole bottom'------'---'"=-----'inches, Diameter of hol.~e __ -""l,?"----'inches Soil data from test hole: Depth, inches Soil texture o-/) ·( Method of scratching sidewal,_ .. .-_L_,;a_!.P_c.c..;...cC_/_· --~-~=---;._<_-·<-----_' ~,: _______________________ _ Depth of gravel in bottom of hol~----~· nches Date and hour of initial water filling 7 -1 ;)--72 JI, ·;D~~f initial water fillin~--=-/_;;; __ ---'·nches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at leas(~hours,_..,_/8...,_,-"'e~C.'--, '-,'_/_/ ___________ _ ? -------------------, Maximum water depth above hole bottom during tes~ __ c, __ _.' nches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch /CJ: '30 ¥ ,F;'I/ I I :oo 30 5 3 /0 ;roo· ? ' 1?eC•/,: II: 1 I j/ 5 3 Jo.'::{ 1 I I.' '3! ? ,, /7 1rt? -·II )}:oo ;;29 'i YL/ 7 1/-1/ /0,55 I --\ '---" Percolation rate = /{), 0 q minutes per inch. PERCOLATION TEST DATA SHEET Percolation test readings made by,_-'P'---o __ _.E'----'--? _______ on 7-/ J -9 3 stming at ,;--- 11:w~~ I p.m. (dat,/ Test hole locatio,i1-..:.7-..:....~-.::.:,....;;-'-;-7 _________ _, Hole nurobe.,._....;P':;._ ___ , Date hole was prepared 7-/ ;i -~ 3 Depth of hole bottom I;? Soil data from test hole: Depth, inches 0 -I"? inches, Diameter of hoJ . .__ __ U __ _,_· nches Soil texture To )CJ,') Method of scratching sidewa<UIJ,..I _/.,_'-f0-"'.1c.-le_-=-5'-ec::._,,.-._"'_/..-'~-j,,_Jl-.'l_-'--____________________ _ Depth of gravel in bottom ofhol ~ ·nches Date and hour of initial water filling 7-/ ,;. 9 .f ~ :D,iliof initial water filling"--~/_;);___ ... inches above hole bottom /~ ,? /1.' , Method used to maintain at least 12 inches of water depth in hole for at least~hour.,_s _...,./-'<;'"" ·=~"--~_/_; __________ _ ------------------• Maximum water depth above hole bottom during tes,___z? ___ _.·nche~ Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch / / ~ 0 ( ?? F,,'// 11:15 ! '-1 5 3 L/,G7 11;1cs· ?"' /~C, I I /;:3)-/7 5 1/9 ;;; J/?-7,;G, II: 3 'J-~ /?e(','11 JI : '-/o-!& 5''1/g J1? I 7::i.77 I1:t/<t 7 /} .' O I /3 G ;;; G.5o . -. -. .' Percolation rate -_.;;;.{;_,_'6_/ _ _,mLlilllioutes per inch. ------------------------·---- . PERCOLATION TEST DATA SHEET 1/Q r p ...,,, 9 Percolation test readings made by_.._, _,_._. __ r_ ·• -"--·------·on 7--I :> ' 5 startin° M /dau/ 0 -~----'-- /"""" Jo: 30 ~! p.m. Test hole locatio,,..__9_---=-)_3_7_7 _________ , Hole numbe~ __ .3 ___ , Date hole was preparP-d 7-1~-9_; Depth of hole bottom.__l_"""":1 __ ___..inches, Diameter ofhol-e __ C~ _ ___..inches Soil data from test hole: Depth, inches Soil texture 0 I ,, -2 To so,· I Method of scratching sidewaJ,_J _ ..... /'--b;..c;· '-':.e~-' _ ___.)(c.....;c=-"-o--'-/.r""'. c...:.h--1/1-"-·__,_ ____________________ _ Depth of gravel in bottom of hole d inches Date and hour of initial water filling 7 -0-9' 3' ¥: -~¥rhcl initial water filling I ;;;> inches above hole bottom j(,, ;::: /"l. ; Method used to maintain at least 12 inches of water depth in hole for at least~hour.,__/_, e~--·_· _.: __________ _ ------------------, Maximum water depth above hole bottom during tes~---'6'---'_~·nche~; Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch /0:?; ? F,·11 /0:6Cj ~o 57/LJ "J lt; / 3. 3 i /0; 69 -_ ? ~ ,C:·11 I/; ~O Jj 57/-g-cJ l? I '-1159 ;;;30 '? !Pe{:, 11 11:59 )9 C, ;;; ;t./.50 I I: 5 q · ' ·- . . . . - Percolation rate -LL/. I 'f minutes per inch. . : -----------·-------------------------·--·~ -· ----•·· PERCOLATION TEST DATA SHEET Percolation test readings made by_,_p_._O_, ___ J:".~•--P ___ . _____ .on 7-/ 3-9 3 (dat<) starting at r /I ·o.o ~, -. p.m. 93 3 7 7 / / -/ ..., ~ ~ Test hole Iocatio • .._~--'-· -----------, Hole numbe~r __ 2 _____ , Date hole was prepared / -c-'/ ..: Depth of hole bottom I ;) Soil data from test hole: Depth, inches 0-10 ,, /'.:? -I;,, inches, Diameter ofhol,...._ __ ~=----'inches I I fo, I Soil texture Method of scratching sidewai,__--'/_. __ , _____ · -"·-· '------------------------- -. Depth of gravel in bottom of hol ,-·nches 7-, .,_ ,,~~ ;1::/~,,--~ I ,_,.,.; Date and hour of initial water fillin '" ' , , Depth of initial water fillin _____ _.·nches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at leas~hour.,_~.i_."7'""'·~_-_r_,_, ·_· ,._· · _________ _ ------------------, Maximum water depth above hole bottom during tes.____? ___ ~·nches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch //; o;;l V F,)/ )l,'/0 IL-/ L/ 3/?' 31/? 3, YG /I.'/G;. ?" l<r £; ·;/ //: 33 I 7 J.j 5/? 3 3/g 5. aL./ //: -=31'3 <;? k(:J I I I: L/CJ /C:, 11rr J }17 ½ 7L/ 11:l(C, ? /):o<f /5 5 3 5.o ·• - --\. -- -4,93 Percolation rate -----'-=--minutes per mch. ~~~-~-------------------------------··•-···------ PERCOLATION TEST DATA SHEET ,,---._ Percolation test readings made by·_.;..P....c,_U_. _. __ r_-..c..'__:p_. _____ on 7-/ 3-9 3 (dat,/ /0,'30 ~I starting at~_.,_ ___ ..,;;___ p.m. Test hole location.__9_,__)""-'2~7.;_,,;7'----------• Hole number __ _,.6=-----, Date hole was prepar~d 7-1;>-93 Depth of hole bottom / -;} inches, Diameter of hol-...e __ C:, ___ _.inches Soil data from test hole: Depth, inches Soil texture 0-/) JU.-, ,I_.?_ C' ,, J /,I Method of scratching sidewal ... l --~'---' ___ ...,.,;"-' _..("._;/t.;...o-'---'1'""_· --'-•. _!,,-,_~-----------------------,,., Depth of gravel in bottom ofhol~ __ .;.:_,., __ _.·nches 7-1-, -; ::: 1·,?,;;,l:,.,,,,. ..-, Date and hour of initial water filling ; _,✓ • _, -~--Dfpth of initial water filling / "" inches above hole bottom I~ r ' Method used to maintain at least 12 inches of water depth in hole for at least -t hour,,_s _ _,_/21_. _~_:-_;-_' !_! ___________ _ -------------------, Maximum water depth above hole bottom during tes __ ? ___ ~·nches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch /0.'33 ?-F/11 JI : o _3 3o l/ /;;i ? y..., ?,57 II: o 3 -?' /<e.,,-7'/ I ;;: 1'/ 3/ If YL/ 3 Y"o/' ~I ?7 ;1:1Lj 'ft Pe-h') I /'):cYf 30 'I 1/-;; ,,1/;i ?, t:; 7 I --- Percolation rate -__ '1:_, _'f ___ 7_..uro ... inutes per inch. ----------· -----------------------··---·-------.;..,-- PERCOLATION TEST DATA SHEET Percolation test readings made by,_...,1.,E~....:o::::....;.. __ LF__,_. _,_P__;_. _____ on 7-13-9 5 /dat,) st::i.rting ;it Test hole locatio 7' '3 3 7 7 Hole number _ _.,.G:c...... __ , Date hole was preparF-d 7 -/ ;;J-9 3 I ~ {, Depth of hole bottom'----'--..C....., __ _.;flches, Diameter of hol"-e _.,.>e=---. __ _,j nches Soil data from test hole: Depth, inches Soil texture Method of scratching sidewali-.:.../±_. -)-'/f?=--~::.,_;;:c_.r_c,_,_/.~_!~_0_. _______________________ _ Depth of gravel in bottom ofhol ? ·nches 7 11•0.:,/,,.-, Date and hour of initial water filling -/') -7 3 ' ,· bepth of initial water filling.__ _ _,/'--"':?C--_ __.jnches above hole bottom ;i::,, ,Cp r .. ,..) i Method used to maintain at least 12 inches of water depth in hole for at least-4-hours, __ ,,_ri-'----= ~'--''------------- -------------------, Maximum water depth above hole bottom during test._ __,_8 .... -e,__ __ _.jnche~· Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch /o:'?<f 6 /2'1/ I I '. o'-1 Jo ;}3/? c:;: I' _,) /'2" 5,75 /1 ;ot.j --?" frS::. r. J: \.. -... / ; //,'"35 ~/ J7/7 5 Y? 07,01/ II: 35 ? «,o.::__ 'Ji -, / I J:cY5 30 .3 5 &,o , - Percolation rate -5': ? 0z minutes per inch. --------~---------------------------------------. -- . •, B:1sc111cnt floor = NCnl:: Tic into existing sanitary SC\, l cle\'ations -septic tanks anJ pun1J · \ \ T(lp of 1st Septic Tank Top of 2nd Septic T:mk Tnp of Pump Tank = <Jcl 1.0 =')10,5 cc <).I() () -~-....... '--,, \' . ' ' ). ' ~ ' \J,,~- ,' , ., ~" l. \.. ..,!f-?_ ' I ' •• , .• ,,...(,<;:-> I" \; ', I '"{ ' ,,{ "-.~,1 •• I •, , } I I. ( , ·-.... / Ii c· c, /¢,'' '•;O \'. ,: -:,. • ,· ~b .. ;-> '·rA.... '::±-,-~ I 17:r.~..r• I . .... Pt-,,.-w t i .... , "---1--.Jl:_f' P J " 'c ~ S.fl "- I / !;.ii TJl.6 I '-, \. : I need to be adjusted to accomnw,1 1: ► ....... ' .. '.,-----· ~ \ I ! . I I \,. ·-..... ..... '-,_ 'j!-;~_ I /\~- \-...., BENCH MARK Se! double spike in East II ; , ., , S.B.5/ k H 5 ,' I ""I ~~ -.ti I \ a,, ?, .,......_ \'.! ! I \ , / 1 face bf. East gate of powerpolc Elevation~ 943.24 I ~ I I. ALTERNAT ( t, ..JI l I / , I ..,., .ti ' /.:s,, I "' 'f 1 , 1-:Js'. , i . I ~ : ''klf{ / I j I \ : Q \T.H.4 J, I V I I I I I Cf\ 'I . '\ ' I .t> ~-I \ I \ I ,-4-.,........ ._,. .,✓ ..... I 1 -+_ -~s~~ 1 "··-. ·-.I>, I / \, / , ~ "'· . IT ' ' I ' , I ' s . / / ! ' : ' : \ / ,, ; ('.) 'c, ,,. 1 \ , I If\' ,<!JS 111;1\ ~-, , ,, ·,' liJ• ) ·-1' ,;i zz.,, , l~-r::qi, ·• !111r1,c__ ,..._____ ...... ---. - / ', i -----,, ... -~-- :-._ . \ \_: \ 1,J" )· i A'/,.i _J --\ \ '·I..' .;,.'.,,. •' ')}&,\ \ 3C>~ ( . ' '\ . M,p~ ·, -, \ . -\ \ \~ =. T H.4 1··£. .../ ,,,..,x·-.,..~ \ -',--~.j .... . . \ .._ --~/ \ t , '-~ ·-. \ \. -j ~ \· I t SECOND I I \ \ .-<s·· \ I ./ /y 'v-<>-1<,,.,; \ ,,, / I ' "hp-1,, \ /' .r i ~ \ '~ / 3" . \ , / 1 '\ f '.:f~; \ • \ ~ t, I '-.( \ \,\\I I I "':,- { ' J I ,_· ( .. ,,,., (?/3, ;i, "• ,' h1t:1,.,. 'I ' y ;:r,,•' ~.,____, ,·. \ , : .0,,..,. 1 "' T.H.I \{ ~ ALTERNATE I ( I ..,_ - • , •' • 1 1."'..,i! .. , ..... Af1,t"k. . \ \ ,.J ~ I 'l~-\. \<r \ Z'.!r._ " '· ~ \ I if"<, \ ~Pk \ ', ·, . ._.,:· .,, (; •" I I I I I I ~ S B.31,_7 l ____ - I I I I I S/TE /'- / ,..._ ------- I --(, .[' I I ' 3c , ... :i: "7 ~ ( 1'1~;~ '1.,.__ ..... \· ,I 1/ A / J ,/ ·, ~ Cl', /\ . ,-✓ ,·;:--::..~c. \ "?',c ;::'.•,, ~ l1;1 \ /·· ··-·t_ ,,..._ __ ~ I ' " ( .., \ f i / ) . fhK. 1.:~ %10~,, •; ~(_-( ;-,_· ..... -./'~ -/"/,. - ~ ·~ , ,, I, .......... / . /./ ' ...... / /' ' ------ \ '\. \ "\, \ \ ' ' \ . \ .:'..--· : ----~ ' I//,~/ . Ye <i,-~ f!h, ¾ir :. 'C ' ( C!u,r,R'.• 1i f\ .. !.' /' L / '-J~ ... .,, .( --~· //.,,,,,_~--.1---'I_,........_ / s.:. l ? _ ~t<:·:r 2? \ 73'f,:_ ' \ :~:_! '•. If) l'J ~\ -u -'.,...\ IJ' 'f,O '..-\0 17 G) -z.r, ~\ 0 'Z- 'ii I I ·-'-'\ / lv4. ' ( ""; I~ } , -B·, •~. -~ { C 'cJ1 \1-(u"1p,l I \ \,v---, ' +, -~~/ 1 t / ~ (f i-9~':• .t~ {_ I B,h::.fr 7 \ Cfvn,p ,) ''"?l> I ( I '1i:> // i 70' ~ 4" P.V,C. \0:Z. 'tn I"' --I ~< ir:: --I { -'-,/ ; G(,'' \ ( "':~ ... : \ & S.B.I{ Mac.kbcr,1 ~ '•.,_' .A .Ji/~...,,,_.· r ) .I ~\ 1-.i_ ·, . ...r\_ /· 3o ')4{ ••"' l1ap1 FAEGRE a BENSON 2200 NORWEST C ENTER 90 SOUTH SEVENTH STREET MINNEAPOLIS1 MINNESOTA 5S402-3901 Ms. Jeanne A. Mabusth Zoning Administrator city of Orono City Hall P.O. Box 66 612/336-3000 FACSIMILE 6 12/336-302.6 October 13, 1993 Crystal Bay, MN 55323-0066 RE: Jundt Residence Dear Jeanne: .... -· Thomas M. Crosby, Jr. Direct Dial (61 21 336-3127 Facsimile (61 21 336 -3885 Recently I have canvassed various residents of Bracketts Point to determine whether or not they would be willing to have their septic systems inspected by the City of Orono this fall. I advised each of them that the scheduled inspection for the property would take place in 1994. To date I have heard from Mrs. T.M. Crosby, Johns. Pillsbury, Jr., Georges. Pillsbury and A. Lachlan Reed, each of whom has agreed to have the earlier inspection. I have been informed by the Reeds that their system was recently replaced/reconditioned and suggest that current records should be available in the city offices for their property. Further, while the Headricks are unwilling to move up the date of the inspection of their property, they also informed me that their system was renovated/reconditioned recently with the result that records should also be available in the City. Accordingly, I would appreciate your making arrangements to have the inspections conducted sometime this fall on the Crosby, John Pillsbury, George Pillsbury and Reed properties. I have not heard from Mrs. Philip Pillsbury or from Michael Lynn and expect to contact them soon. DEN V ER DES MOINES WASHING TO N , D . C. LONDON FRAN K FURT Ms. Jeanne A. Mabusth October 13, 1993 Page 2 If you have any questions, do not hesitate to contact me. TMC/cfk MRR080D3.WP5 cc: Ella P. Crosby Johns. Pillsbury, Jr. Georges. Pillsbury A. Lachlan Reed Mr. & Mrs. James Jundt Sincerely, ~ Thomas M. Crosby, Jr.