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HomeMy WebLinkAbout1993-05-03 Septic System Design ReportS-P TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627 951 Katydid Lane NE • St. Michael, MN 55376 * (612) 497-3566 May 3, 1993 Peter Slocum 2675 Fox Street Orono, Henn. Co., MN A Site Evaluation was completed on this property for On -Site Sewage Treatment. Soil Borings by the existing system found 2' to 2-1/2' of fill soil. with the elevations of the wetland, the bottom of the existing system would be at or near the existing pond elevation. This system does not conform to State & local code. The site has 2 possible areas to locate a new On -Site Sewage Treatment System. The 1st site is located in the northeast lot corner. This site has fill soil & compacted soil and would only be adequate for a 2BR home, Pressurized Mound & would not meet State & local code. The 2nd site is located at the south end of the property. This site would need a Pressurized Mound System and would need to be less than 75' from a wetland. This site will need to be approved by the City Inspector. This On -Site Sewage Treatment System is Designed for a Type 1, three bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The soils on this site are SCS soils mapped - LrB - Lester loam. A seasonally high water table was located at 12" to 20", (mottled soil). The bottom of the rock bed must be located at least 3' above the seasonally high water table. The soils at a depth of 12" have a percol.tion rate averaging 9.9 min/inch and are adequate for treating septic effluent. Due to the limited space, recommend low water use facilities be installed, 1.5 gal. flush toilets, shower heads, etc. A pumping chamber will need to be installed to lift the effluent to the treatment area. CONT"D 2675 Fox Sheet Orono (2) The manifold and supply line pipe must have back drainage to the pumping chamber. The distribution pipes shall have their ends capped. Be sure the rock and sand fill material are clean. The sod layer below the entire mounded area must he turned over, just break up the sod, be sure not to over work. The power supply and switches must be located outside the manhole and pumping chamber in a weather proof enclosure. A warning device must be installed with a light and sound device, this is in case of a pump failure. Mercury floats are a good method. The supply line will need to be installed around the east end of excavated ditch within 5' of the property line. Due to the high water table, the supply line will need to be installed shallow and be insulated to prevent freezing. Only the manifold and a small section of the supply line will have drain back. Recommend to add 12" to 18" of fill to cover the pipe north of the excavated ditch near the east property line. The existing tanks are block type and will need to be abandoned, pumped & filled with soil. All neighboring wells are located grE-ater than 100' away from the proposed treatment area. Keep all heavy equipment off of the proposed treatment area before and after construction. The treatment area should be marked off before construction. This Design is not valid & the System will need to be relocated if failure to protect the areas proposed for On -Site Sewage Treatment occurs. With proper installation and maintenance, this system should have no problem in treating septic effluent effectively. CONT'D 2675 Fox Street Orono 13) Nothing other than gray water, (laundry, showers, etc.) human waste & toilet tissue should be disposed of into the septic tanks. Garbage disposals are not recommended. Smaller amounts of laundry soaps, dish soaps, cleaning agents, etc. are better for the system. Antibacterial soaps & chlorine agents may kill the bacteria needed to treat septic effluent properly. Additives are not recommended, they may cause harmful damage to your system. Recommend to pump & clean your tanks by a certified pumper every year if you have 1 tank & every 2 years if you have 2 tanks to insure proper maintenance. Steven B. Schirmers r» SBS/ds 9 cn F c � ' m u J (N N A 3 o v Coo o; 333 rN--j _ aft O � III 00030 3 333 N .a CA 0 00 O z 0 m r m D O z B0 �A S U) rn I Cl) n Q x ul MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated H S gpd (see pages D-7 or I-3, 4, 5) or measured gpd x 1.5 = - B. SEP'I IC TANK LIQUID VOLUMES -1 D 0 gallons (seepages C-3 or C-5) C. SOILS (refer to site evaluation) 1. Depth to restricting layer = inches 2. Depth of percolation tests = inches 3. Percolation rate mpi 4. Land slope _96 D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: Daily Flow x 0.83 = Li SL) gpd x 0.83 sq. ft./gpd = sq. ft. - 2. Select width of rock layer (10 feet or less) = ft. 3. Length of rock layer = Area + Width = u i o sq. ft. + /p ft. = '-i I ft. E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock; o sq. ft. x 1-� ft. = a- o cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; t4 �o cu. ft. + 27 = / c-. cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; IL- cu. yd. x 1.4 ton/cu. yd. = , z D tons. F. ADSORPTION WIDTH I. Percolation rate in top 12 inches of soil is `--i•rl mpi 2. Select allowable soil loading rate from table on page E-; • y j gpd / f t2 3. Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20gpd/ft2+ - gpd/ ft2= - Check this value on page E-16. 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; -�•�� x )C, ft = ft Eainsaed Sewage Pbrs is Caput per day (Bpi) 0( Type I Type II Type III nedroolas 1 V 2 300 223 ISO 3 450 300 218 a 6W 375 256 5 750 450 294 .rw. a 6 900 525 332 L 7 1 1050 1200 600 675 370 408 ai cd� Vrrw d Miwa= U"W Lfpia cw�'ry rys � �+r+y 4 . Ay�d 2 s Im 730 Ills )art 10p0 I300 a of 6 IND 2M 7, / w 1 XK* x000 aar 9 - Ablorpifoa WWII Sizing Ubk hecolelleallaee is Milwwa pr Inell lM►q Soil Team Galion pa day per wpm fool salioof AMmpsioa widdl to Rod Layer wiedl Fa.Mf dna 0.1 caw Saar • •-- --- 0.1605 Sad 1.20 1.00 0.10500 Fina Sad •• 0.60 2M 610 15 Sanoam L 0.79 132 I6 a 30 I Dam 0.60 2.00 311045 3111 Loam 050 2.40 46lo 60 Loam 0.45 2.67 60 a 12U 0.24 5.00 Slower Iran clay ._.. ---.. 120"• G. . DOWNSLOPE DIKE WIDTH I. If landslope is 3% or more, subtract rock layer width from adsorption width to obtain minimum downslope dike toe for absorption: , ft - ft = ) '7 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; Slope Difference ,6r i" 1 x % + 100 = feet ��-�- c. Add depth of clean sand depth of clean sand for 6w •,. separation at upslope edge (2a) to depth of rock layer to rock depth and the depth of cover to find the total mound•""' height at upslope edge of rock layer; 1. ft + 1 ft + 1 ft = -7, feet d. Enter table on page bottom with landslope and upslope dike ratio. Select dike multiplier of I ` e. Multiply dike multiplier by upslope mound height to get upslope dike width: . , x = , , feet f. Add the depth of slope difference (2b) to the upslope height to get the downslope height + = 4 • ► feet g. Enter table on page bottom with landslope and downslope dike ratio. Select dike multiplier of . i L-1 h. Multiply dike multiplier by downslope mound height to get downslope dike width: 5 • _ x -j., = .- feet i. Compare the values of step G.1 and Step G.2.h. Select the greater of the two values as the downslope dike width; a C? feet j. Total mound width is the sum of upslope dike width plus rock layer width plus downslope dike width; �_ft+ .) ft+ ft= 72 feet upk k. Total mound length is the sum of upslope dike width plus rock layer length plus upslope dike width; i ft + Lj 1 ft + 11 ft = feet Total Umgth 3.1 41 Downslope S:1 6cl 7:1 3:1 4:1 Upi lope 1 &1 7:1 4:1 % dope 0 3.0 4.0 5.0 60 7.0 3.0 40 5.0 60 7.0 CO 1 3A9 4.17 5.26 6.39 753 2.91 3.65 4.76 S." 6.54 7.61 2 3.19 43S 556 612 6.14 Z 93 3.70 456 536 614 &W 3 330 l51 S.N 7.32 , 46 2.7S 3 57 CIS SOB' 5.79 6AS 4 3A1 4.76 US 7.* 9.72 2.64 3.4i 4.17 4.14 S.46 6.06 S 39 5.00 60 157 10.77 2.61 333 4.00 4.62 5.19 SA 6 _ 3{6 S.26 7.14 ,' 9.38 12.07 254 3.23 3.as 441 4.93 5.41 7 31 SSG 7.0 1034 13.73 2.44 3.12 3.70 4.23 4.70 5.13 3.9S S.1/ LU 1154 1S.91 2.42 3.03 357 CIS 4.49 {.1/ 9 111 42S 9.00 13.06 1&92 2.36 1% US 3.90 {30 4i6 10 420 60 104 1SA0 2333 231 216 333 175 4.12 4A4 11 4A1 7.14 11.11 17AS 30.43 126 2.76 323 3.61 3.95 426 12 4M 7.0 1230 2W 43.75 2.21 270 3.12 3.0 3.W 4O PUMP SELECTION PRO DURF 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. ,.,j�j -2ft.= 7 � ft. d. Determine the number of spaces between perforations. Length pert. spacing = ` 7 ft. +, ft. = spaces e• ) ' spaces + 1 = perforations/lateral f. Multiply perforations per lateral by number of laterals to get total number of perforations. Q� x �7a= _ perforations. g. jL7j x nT • � i gpm. SELECTED PUMP CAPACITY gpm B. Determine head requirements: "l. Elevation difference between pump and point of discharge. J i feet 2. U pumping to a pressure distribution system, add five feet for pressure .required at manifold feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from table. F.L. = / . (e fL/100 ft of pipe b. Determine total pipe length from pump to discharge point. Add 25 percent to pipe length for fitting loss, or use a fitting loss chart. Equivalent pipe length -1.25 times pipe length = ' ' x 1.25 = ) feet c. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivalent pipe length. Total friction low= / • x +100 = feet 4. Total heed required is the sum of elevation difference, special head requirements, and total friction loss. (1) (2) (30 TOTAL HEAD feet C. Pump selection /1. A pump must be selected to deliver at least gpm (Step A) with at least 1 '4 feet of total head (Step B). M PERFORATION OF A PERFORATED LATERAL Gem Cww Tea ��17 So" lirr • -•, , ofG@*W N FMfk (or %w- owed 1ftw/Wf �wr 101ed Ifw1~1e" r►s lnWI.tiv 12' 1* EON FNI Ilr •f fa111 ' ck« 6wH lip► sw/wm " ►oRwel TABLE OF M-.•. AATION DISCMARCFS IN CPM Head Perforation diameter (Inches) IN 056 0.74 13 0.69 0.90 2.Ob 0.80 1.04 23 O.s9 1.17 3.0 0." lie 4.0 1.13 1.47 SA 126 1AS at %@ 1.0 foot of heed for residential systems. bUw 2.0 bet of b*sd fer other uhbBshments i Pipe Length Point of Discharge Elevation Dif esence Pump 13 . S" F-18b 1.5 inch 2.0 inch 3.0 inch gpm Frkd= hm PW 100aofpip 10 0.69 0.20 12 0.96 0.28 14 1.28 0.39 16 1.63 0.48 18 2.03 0.60 20 2.47 0.73 0.11 25 3.73 1.11 0.16 30 5.23 1.55 0.23 35 7.90 2.06 0.30 40 11.07 2.64 0.39 45 14.73 3.28 0.48 50 3.99 0.58 55 4.76 0.70 60 5.60 0.82 CERTINICATInl., 1 00627 ho']_ of Soil 1301-_ing5 Location or Project Peter Slocum,2675 Fox Street, Orono Borings made by s-P iestinq, Inc. Steve Schirmers Date 4-29-91 Classifiction System: AASHO USDA-SCS X Unified Other Auger used (check two): Hand_X or Power Flight or Bucket X Depth, Boring number _ 1 Depth, Boring number 2 in in fee* Surface elevati-in feet Surface elevation 101.9 J- — ---- - ---- .. .- 0 - - --- Topsoil dark brown loam Topsoil dark brown - 0 1' loam - 0 1' 2 - 3 - 4 - 5 - 7 - I 1 - Dark gray loam 1' - 1'8"-MOTTLED 1'8" Rusty dark gray clay loam 1'8" - 212" Rusty gray brown clay loam 1 i " - S 1 End of boring at 5I feet. Standing water table: present at 2-112, feet of depth, 1R hours after boring. Not present in hole Mottled soil: Observed at 1'8" feet of depth. Not present in hole Comments: 2 - 3 - 4 - 5 - 6 - 7 - I= Dark brown clay loam 1' - 1-1/2'-MOTTLED 1-1/i Rusty dark brown clay loam 1-112' - 2'2" Rusty olive brown clay loam 212" - 2110" Rusty olive gray silty clay loam 2110" - 3110" Rusty3'10" - 4'2" ollgemgray Rusty olive brown loam 4'2" - 5' End of boring at 5o feet. Standing water table: present at 3' feet of depth, 18 hours after boring. Not present in hole Mottled soil: Observed at 1-1/2o feet of depth. Not present in hole Comments: CERTII'IC11TInf: d 00627 of :Soil_ 13orinYS Location or Project Peter Slocum, 2675 Fox Street, Orono L-13 Borings made by S-P Testing, Inc. Steve Sckirmers Date Classifiction System. AASHU USDA-SCS X Unified Auger used (check two): (land X or Power , Flight Depth, Boring number 3 Depth, Boring num in ire feet Surface elevation 99.6 feet l Surface el 0 - — -- ---- - — 0 - 1— i -cl 2 - 3 - 5 - 6 - 7 - Topsoil dark brown loam k 0 " - 8 rloa�io�� - 1'-MOTTLED 1' Rusty dark brown 1' - 1'10" clay loam Rusty olive brown clay loan 1110" - 2-1/2' Rusty olive brown loam 2-1/2' - 5' End of boring at 5' feet. Standing water table: present at 2-1/2' feet of depth, 18 hours after boring. Not present in hole Mottled soil: Observed at 1s feet of depth. Not present in hole Comments: 4-29-93 Other or Bucket X End of boring at feet. Standing water table: present at feet of depth, hours after boring. Not -resent in hole Mottled soil: Observed at feet of depth. Not present in hole Comments: CERT.#00627 PERCOLATION TEST DATA SHEET Percolation test readings made b nm. g Y ��—�'o6titlg� Inc-tru'one-3Q�3—startinga "Juiri p.m. Test hole location 2675 Fox Street . Hine nurnber— 1 . Date hole was preparcit 4 — 2 9 — 9 3 Depth of hole bottom 1 2 inches. Diameter of hole 6 inches Soil data from test hole: Depth, inches 0 - 12" Method of scratching sidewall Soil texture Topsoil dark brown loam Depth of gravel in bottom of hole 2 inches 4-29-93 1:30pm 12 Date and hour of initial water filling , Depth of initial U ater filling! inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon Maximum uaterdepth above hole bottom during test 6 inches Time Time interval, minutes Measurement. inches Drop in water level, inches Percolation rate. minutes per inch Remarks ef111 6 7 : 5 8- 8:28 " 3-11/16 8.1 30 min 8.33 3-3/8 8.9 " 9.04 " 3-1/4 9.2 I _ i Percolation rate = 8.7 minutes per inch. CERT.•M00627 PERCOLATION TEST DATA SHEET L Percolation test readings made by c V Tocz:ti =g-. r nc on 4-1,0-93 starting at '7 - 59 — p.m. Test hole location 2675 Fox Street . Dole number 2 Date hole was prepared 4-29-93 Depth of hole bottom inches. Diameter of hole inches Soil data from test hole: Depth, inches 0 — 12" Soil texture Topsoil dark brown loam Method of scratching sidewall Kn i f e Depth of gravel in bottom of hole 2 inches 4-29-93 1:30pm 12 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 hole for at least J hours_ Automatic siphon , Maximum water depth above hole bottom during test 6 inches Time Time interval. minutes Measurement. inches Drop in water level. inches Percolation rate, minutes per inch Remarks 7.48 Prefill 6 7:59 8:29 " 5-1/4 5.7 30 min 8:32 9:02 " 5-3/16 5.8 " I. 9:05 9:35 1 5-1/8 5.9 If" Percolation rate = 5 - R minutes per inch. CERT.#00627 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P TPsti nQ, 2ne- - inn 4-30-93 starting 'd—, Test hole location 2675 FOX Street . Holr „umber 3 Date hole %%as prepared 4-29-93 Depth of hole bottom 12 inche,. Diameter of hole 6 inches Soil data from test hole Depth. inches 0 - 8" 8" - 12" Method of scratching sidewall Knife Soil texture Topsoil dark brown loam Dark brown clay loam Depth of gravel in bottom of hole 2 inches 4-29-93 1:30pm 12 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 hole for at least 4 hours Automatic siphon Maximum water depth above hole bottom during test 6 inches Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 7:48 Prefill 6 8:00 8:30 of 2 15.0 30 min 8:31 9:01 of 1-15/16 15.5 " 9:06 9:36 1-15/16 15.5 " i Percolation rate 19 _ 3 minute, per inch. SANDY LOAM !OIL LAYER OF GEOT XTILE I' FABRIC OR I'/ OR 2' PIPE FROM PUMP CLEAN DOCK IV TOPSOILS PERFORATED LATERALS i r' DIVERSION FOR SURFACE WATER �I s j: SLa'E EAN FILL : SOO ,p�� SROkEN4YER 6grt I R�L4Y� - ER- -- LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE PERFORATIONS SPACED 36' VND SIECE4NNT�[RKPE`FOR OR /4 1 PERFORATIONS ON 80110M OF PLASTIC PIPE END CAP b1 9At1A16 re•,-O#AryON A ,,,2'MANIFOLD PIPE c,JER�� iFRF�FIJEO LE�JN of �a ` 1•LT RNATE LOCATION O` �IPE FROM PUMP) 2' PIPE FROM PUMPING CHAMBER LOAMY SAND CAP LAYER OF GEOTEXTILE FABRIC PERFORATED LATERAL - GRASS COVER INP4H LS :LEAN SAND FILL— MAXIMUMJ SvO SLOPE 3 TO I 1V. VA OE 2' INCKHE . TOPSOIL PLOWED OR DISKEO SURFACE UBSOIL CROSS SECTION A — A -- PIPE FROM PUMPING CHAMBER I - PERFORATED LATERALS- BEDII = _ref I' AREA ' O VI W 7" • iNCHUm,INCH DIKE —___1— iO FEET—L—DIKE MAX. _ --- TOTAL WIDTH ---� PLAN VIEW END PERFORATION OF • PERFORATED LATERAL - -fro•• Co." Le w I.r.r solr of ++• ww.i�. Lap. --Poor I.r1 drI•r lWis fell, IMo c wo. Top L•«I 12- I• lap. ' • of bu loon -Pr 1•/rIWM LaHI•p a1 Clwn iw Lapis MIIrp w LoNg1 Mw►I�Vy fri�I/eyes NNE WATER TIGHT © LOCKABLE ELECTRIC BOX — PLUGS OR ELECTRIC CONNECTIONS - 2' PVC CONDUIT SCHEDULE 80 6•SI'ACE MANHOLE COVER CHAINED 9 LOCKED 7 T_ SEALED MANHOLE RINGS SEALED TANK COVER - PLASTIC ROPE OR CHAIN WITH ANCHOR --�� ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT--- START- (J-VELp_ -_ _ 3. } ,. SHUT -OFF-LEVEL—Q _ _- PUMP CONTROL FLOAT ,�RREAATEOED'P CEDAR (4 x 4 min) __,—ALL INSIDE L CTRIC CONNECTIONS MADE LOOP OF POWER CORD FOR SETTLEMENT V - AT LEAST 12• BELOW GRADE -► WIRE FROM POWER SUPPLY PIPE IS LAID ON A UNIFORM SLOPE FROM RJP STATION UP TO SOIL TREATMENT AREA FOR PROPER DRAINBACK IF PIPE AT TANK MUST BE LOWER THAN UNION TO GET ELEVATION FOR DRAINBACK, A 1/4 INCH WEEP HOLE MUST BE USED — WEEP HOLE NOTES ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BUT MUST BE LAID BESIDE OTIIER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST ELECTRICAL,CORDS FROM PUMP AND FLOATS MT BE RIIN THROUGH CONDUIT WIRES CANNOT HAVE GROUND CONIACT Figure F-H METAL COVER _ _ i •Ya v CONCRETE MANHOLE RING METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figurc C- 14 VERTICAL SIDEWALL SEPTIC TANK FINISHED GRADE AT LEAST a , �/ AT LEAST 6� TO 12" SOIL 4" DIA. I•. 4" DIA. COVER MIN I (AT LEAST I" _ AT LEAST I" i1 • A DIMENSIONS FOR TANKS WITH VERTICAL SIDES A i __� V WIDTH`W 24� MINIMUM LENGTH, L 2 TO 3 TIMES THE WIDTH 8 DIAMETER G0� MI_NIMUM __— DEI'THLD _ 30'_MINIMUM; 79_MAXIMUM C - A0 2 0 AT LEAST —'e 6" MINIMUM,_0.2 0 MAXIMUM 6' 3" -- c 0 4 0 -- J AT LEAST 4 FEET mull z 1 SNYIN•'I 1(LS AI If AiT IYILIaS Y1lIY1W If fl • \WYlfik OUVEl6 :l YYL rf LO(JIIED Vnlllel l7 Ylf11f! IM i 11Y.f fIS[1N Ml1l(1r.111,f I1 W1111Ny{1((LU All INA rl[OCMIIYXIIEDto r% aWEW A=Sa�E wALlfl a ;lrAT llulif 1s1A10EarlI011E10IEW()r K(lr" All) A" @.j.jCIICWrrf Of Al LEASI•#&I1LlrYNtl(11 N(Ar[sT ftJNl lit pllf flr DOLL U(OR) 1C5l 11 Y1NlYfG1aS OnAkMWIDLE SIw.l I& L0CAIEDlAf(110D1lI 1111 e4(1 0l1 MUkola INM 1l slG*i AIMMILEI U0111% INE CVIIUIL„CC'r IIr'"'"iuf s ►Ofl1DIeEUll1ALCYLt11t,,CM IAf/11i DIA[/lrll•/AIlsISD r11s 5 va LIE 11C RAW AS 11[ L(NIl1I lIN( fY INk AND one NSK" C I, )fr1 UN I I( OI I f"G, OI1 CAmlNlr 11L4t AIIYI11)NYIC1[N 1•l, \AI..1 f1f l OC/Il l u t! IYYf r N TI I sl! 1 ANI / A I I I f 1 DNf1/S t •'- E a r v fi MET SCUM 11rOUTLET y r ti;%Tk)TLET LEVEL = f !► _ •. SCUM CLEAR SPACE_= - T CLEAN OUT TAM( WHEN: T V IS 3' OR LESS OR 'B' IS 12' OR LESS ! BLACK COLOR w ir`.=:'r:'.;;:.' • SLUDGE N DISTINGUISHES SLUDGE wl ; •..=;r; ,'LAYIR FROM LOAD 11111, MEASURE SCUM AND SLUDGE ACCUMULATIONS 1 N THE SEPTIC TANK CITY OF ORONO �O SEPTIC SYSTEM APPROVAL 0 ,� CITY of ORONO i•, MwAipsiof ices .! Post Office Bat 66 �v G Crystal Bay, Mhwgwia 5S3234M ESH LOCATION: 2675 Fox St. OWNER: Peter Slocum GENERAL CONTRACTOR: SEPTIC CONTRACTOR: SITE EVALUATOR:S_p TPst_; ng REPORT DATE:_ m;:,3z -, 1gg.1 The City of Orono has Approved your on -site system design as of May 14, 1993 (approved -disapproved) (date) with the following comments: The drainfield site must be located at least 26' from the wetland. Therefore, the site must be moved 6' to the east and requiring a 4' lot line setback. Staff will grant the side lot line setback as well as a variance to the 75' setback required from wetlands as this is the best site available. 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 arc adequately protected. NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20' of tested drainfteld sites either before or after system construction. Compaction of thcae areas could :ender 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. CITY OF ORON By Stephen W kman, On -site Sys erns Manager 7Fd.E1' ME - 473-7357 a FAX - 4734510 CL•'HT1l' IC.AT1()I,' a UUb2 / 1.("I_;_ot Soil lion-ir►y-s Location or Project Peter Slocum,2675 Fox Street, Orono Borings made by S-P i_esting, Inc. Steve Schirmers Date 4-7q-q-I Classifiction Sy3tem: AASIIU USDA-SCS X Unified ; Other Auger used (check two): (land X or Power Flight , or Bucket X Depth, [Boring number _ 1 Depth, Boring number 2 in I in feet Surface elevation 10n_2 feet Surface elevation 101.9 J- - -- - -- - - 0 2 - 3 - 4 - 6 - 7 - 8 - Topsoil dark brown loam 0 - 1' Dark gray loam 1' - l'8"-MOTTLED 1'8" Rusty dark gray clay loam 1 1 8 10 - 2 1211 Rusty gray brown clay loam 2 ' 2 " - 51 l:nd of boring at S' feet. Standing water table: present at 2-112, feet of depth, 1R hours after boring. Not present in hole Mottled soil: Observed at 1'8" feet of depth. Not present in hole Comments: 2 - 4 - 5 - C� 7 - Topsoil dark brown _ 0 _ 1, loam Dark brown clay loam 1' - 1-1/2'-MOTTLED 1-1/ Rusty dark brown clay loam 1-1/2' - 212" Rusty olive brown clay loam 212" - 2'10" Rusty olive gray silty clay loam 2'10" - 3'10" ii Rusty3'10" - 4'2" olIo�amgray Rusty olive brown loam A I I* - 9; End of boring at 5o feet. Standing water table: present at 31 feet of depth, 18 hours after borincl. Not present in hole Mottled soil: Observed at 1-1/2, feet of depth. Not present in hole Comments: , CrIRTIVLCA,rini� J OU627 I.o�_. of Soil IIorinc1s Location or Project Peter Slocum, 2675 Fox Street, Orono Borings made by S-P Testing, Inc. Steve Schirmers Date 4-29-93 Classifiction Sy3tem: AASHO USDA-SCS X Unified ; Other Auger used (check two): Hand X or Power Flight , or Bucket Find of boring at 5' feet. Standing water table: present at 2-1/21 feet of depth, 18 hours after boring. Not present in hole Mottled soil: Observed at 1f feet of depth. Not present in hole Comments: End of boring at feet. Standinq water table: present at feet of depth, hours after boring. Not -resent in hole Mottled soil: Observed at feet of depth. Not present in hole Comments: CERT.#00627 PERCOLATION TEST DATA SHEET a.m._> Percolation test readings made by S—_Testing-, inc-. on-4-2A-q3 —starting at 7 • SR p.m. .e.") Test hole location 2675 Fox Street . Hole number 1 Date hole was prepared 4-29-93 Depth of hole bottom 12 inches. Diameter of hole_ 6 inches Soil data from test hole: Depth. inches Soil texture 0 — 12" Topsoil dark brown loam Method of scratching sidewall Knif e Depth of gravel in bottom of hole 2 inches 4-29-93 1:30pm 12 Date and hour of initial water filling . Depth of initial eater filling inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon Maximum w ater depth above hole bottom during test 6 inches Time Time interval, minutes Measurement. inches Drop in water level. inches Percolation rate. minutes per inch Remarks refill 6 8:28 " 3-11/16 8.1 30 min " 3-3/8 8.9 " " 3-1/4 9.2 " Percolation rate = is ' � minutes per inch. CERT.#00627 PERCOLATION TEST DATA SHEET a.m. Percolation test rrsadings made b%. S-n Tes ngF InC. un 4-30-93 starting at 7 :59-- p.m. .Wu, Test hole .oca:ron 2675 FOX Street . Hole number 2 Datc hole was preparett 4-29-93 Depth of hole bottom inches. Diameter of hole inches Soil data from test hole: Depth, inches Soil texture 0 — 12" Topsoil dark brown loam Method of scratching sidewall K n i f e Depth of gravel in bottom of hole 2 inches 4-29-93 1:30pm 12 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 hole for at least d hours Automatic siphon Maximum water depth above hole bottom during test 6 inches Time Time interval. minutes Measurement. Drop in water inches level. inches Percolation rate, minutes per inch Remarks 7 : 4 8 prefill 6 _ 7:59 8 : 2 9 5-1/4 5.7 30 min 8:32 9: 02 " 5-3 16 5.8 ItIt 9:05 9:35 5-1/8 5.9 Itit Percolation rate = 9 - R minutes per inch. CERT.#00627 PERCOLATION TEST DATA SHEET Percolation test readings made b• S—P Tes t i n Inc. g ) q. on 4-30-93 slaningat�:00 ,J,,,,, lest hole location 2675 Fox Street Ilolr number_ 3 . Date hole was prepared 4-29-93 Depth of hole bottom 12 inche<. Diameter of hole 6 inches Soil data from test hole: Depth, inches 0 - 8" 8" - 12" Method of scratching sidewall Kni f e Soil texture Topsoil dark brown loam Dark brown clay loam Depth of gravel in bottom of hole 2 inches 4-29-93 1:30pm 12 Date and hour of initial water filling , Depth of :nitiai water filling inches above hole bolrnm Method used to i—tintain at least !2 inches of water depth in hole for at least 4 hours_ Automatic siphon Maximum watcr depth above hole bottom during test 6 inches Time Time interval, minutes Measurement. inches Drop in water level, inches Percolation rate, minutes per inch Remarks 7.48 Prefill 6 8:00 8 : 3 0 2 15.0 30 min _8:31 9:01 1-15/16 15.5 " 9:06 9:36 1-15/16 15.5 " Percolation rate = 1 S . 3 minutes per inch.