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HomeMy WebLinkAbout1996-07-10 Septic System Design Report1' • CITY OF ORONO SEPTIC SYSTEM APPROVAL CITY of ORONO r9x o4�Gti C�sW ear, n 0111ce So; ss31 -OW6 ES14 LOCATION: 2943 Farview Ln . OWNER: Gary Rebstock GENERAL CONTRACTOR:_ SEPTIC CONTRACTOR: SITE EVALUATOR: S— P Testing REPORT DATE: July 10, 19 c 6 The City of Orono has Approved your on -site system design as of July 24, 1996 (approved -disapproved) (date) with the following comments: 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. CITY Ok ORONO By - MWA03 A , Alo-Jpvre� Stephen eckman, n•site Systems Manager TELBM IONS - 473.7357 • FAX - 473010 S-P TESTING, INC. Steven B. Schirmers - MPCA Cert.No. 627 951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566 FAX (612)-497-5011 State License #394 July 10, 1996 Gary Rebstock 2943 Farview Lane Orono, Henn. Co., MN This on -Site Sewage Treatment System is Designed for a Type 1, five bedroom home designed in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. This site has an existing failed Mound System which is surface discharging which is classified as an imminent health hazard and must be replaced or disconnected within 10 months. The system consists of one holding tank with a pumping chamber and a Pressurized Mound System. Soil Borings completed into the existing mound found the system to be full (hydraulically overloaded). The pumping chamber is seeping in ground water which is most likely the cause for the system to be hydraulically overloaded. A Soil Boring 5' downslope near the center of the rock bed found a medium sand, 10 downslope of the rock bed, no sand was found. Soil Borings 5' & 15' downslope at the south end of the rock bed found no sand. A Mound System installed on slopes 6% to 10% would have an absorption area 15' to 24' downslope of the rock bed and would have sand extending downslope to the 15' to 24' length. This Mound System does not meet todays code and will need to be abandoned and a new Mound System installed. The tanks will need to be sealed water tight or abandoned, pumped & filled with soil and new tanks installed. The electrical connections will need to be relocated outside the manhole in a weather proof enclosure. The City requires 2 holding tanks which will require an additional tank to be installed. If the existing pumping chamber can be converted to a holding tank, the new tank may be used as the pumping chamber. The soils on this site are SCS soils mapped - LrB - lester loam. The seasonally saturated soils were located at 22" to 26" (mottled soil). Due to the seasonally saturated soils, a Pressurized Mound System will need to be installed to treat septic effluent. The bottom of the treatment area must be located at least 3' above the saturated soils. Upslope 30' of TH#1, 8" to 12" of Fill soil was found with the original soil not being compacted. In this area, the Fill soil will need to be removed with a backhoe prior to installing the new system. Recommend to install a minimum 8" diameter solid PVC pipe from the culvert at the driveway & outlet downslope of the tanks to allow small flows from rain runoff from saturating the soil at the toe of the mound. The soils at a depth of 12" have a percolation rate averaging 10.4 mpi. A pumping chamber will need to be installed to lift the effluent to the treatment area. 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. 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 enti-e mounded area must be turned over, just break up the sod, be st ire not to over work. All neighboring wells are located greater 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. 2 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, due to adding more solids & fine solids passing through to the system. Excessive amounts of soaps, cleaning agents & chlorine agants may kill the bacteria needed to treat septic effluent. Additives are not recommended. Recommend to pump & clean your tanks through the manhole by a certified pumper every 2 years. Check with your pumper to set up a schedule. Steven 6. Schirmers 3 1- r� tb 3? A ��• tn4i1 -, yy} 4 EJ Xtog 16 S� ���• A .a-. S fy s N o G R n o M � G r IT p A q J {� �l LP Z �•� �� an Cr 7• f1 O S � � T- \ n O n n i p• rn p n " Iv � I ,_., i \ CC, o 7 Irrr �N S' Ir b 3 -5 ro 0 N �• ro A 4 � - D o p o S e'a •� an � � � � T- R Ic O L ,p• � 'u � \ M v g Y] �• C -� N l O 3 + •� ^ j Iy�. •N� � �1• W •- (1 O � r Z v, w �• a �, �. o a 3 311% n Q o D CL Nk ti�i. IU � o � v• I„ j C A 1 I � o � z ' N cn n -I m n N - T • a — +r, L 337 �0 O O Joao 0 9 3 of v o Nn ro p rr . ryN N A � u3 Arn" O O a 4 rL -kA 0 � \ n F� �C r° ]1 A It r m TTTZ a Y 10 a a' �� CD O jrn P =3 1 1 1 1 m I�•o I I � y � � t � o r 1 � � 4 i 20 e g. I N a �v a4 ro N v7 C 3 v v � n 0 n 0 0 6 0 A Loa& go Lop.— :,r--c r:ir-% ie-. WETLANDS ,MAKES: 10 Rill N S If — i I - 01 Apf D R E 1) CONS7,—, W A 'T C 17 E ITHU-1 7,5 V WITHIN�l FT C-F V. VorLANDS S 1,3C: " ' PERMIT AA'REQUIRE FOR DOCKS, 'I —)I IS. N. AP sl PIS 1,60 ft. Aft i, 14444— 416 4:;:46 1* 10"4 117 Ai so a jw —dl" D1 t-t /1-78 .3 c v, r or dc-es not P*.lrp-Ort to sh-ou zt*,-&or improve- ments or encroach.-�mts. THIS ITEM HAS BEEN MICROFILMED MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated gpd or measured - x 1.5 = - gpd- B. SEPTIC TANK LIQUID VOLUMES ) -). --gallons 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 Euimasad Sewate Flow in Gallons per Day (gpd) N.ber of T)pe I T)pe II Type Ill Tjn ry BCAO Kna 2 300 225 110 em 3 450 300 211 ie 600 375 2.56 .� S 750 450 294 6 900 523 332 7 1060 600 370 9 12CO 1 675 1 408 .mba of •._ �. c `-"... Bedaoms ` Mo 2 or les 7S0 1.125 3 w 4 1.000 1.300 5 a 6 13W 1 2.250 7 act 2.000 3.000 o`a: 9 Su Ri. C-b (1 1.5) D. ROCK LAYER DUVEENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 = 1) S� 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 y width = Rock Bed ft. = ft. idth 510 ft. E. ROCK VOLUME ~- LAmptt -� 1. Multiply rock area by rock depth to get cubic feet of rock; sq. ft. x ft. _ cu. ft. 2. Divide cu. ft. by 27 cu. ft. /cu. yd. to get cubic yards; ,' cu. ft. j 27 = D i cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; -1 cu. yd. x 1.4 ton / cu. yd. = -3,4_ tons. F. ADSORPTION WIDTH L. o 4 „'1 1. Percolation rate in top 12 inches of soil is ic .y mpi 2. Select allowable soil loading rate from table; gpd/ft2 3. Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20 gpd/ft2y gpd/fe = u 4. Multiply adsorption width ratio by rock layer width to g!t required adsorption width; :; x/ C,_ft= _ ft VAdth Suvqit Pwcolaaan Wr .14 .,r_� Soil Texture SoeYutr Qj" �� t` _"Man .-TO Faster than 0.1 Coarse Sand 110 1.00 0.1105 Sand 1.20 1.00 0.1 to 5 Fine Sand- 0.60 2.00 6 to 15 Sandy loam 0.79 1.52 16 tc 30 Loam 0.60 2.00 31 to 45 Silt Loam 0-50 2.40 46 to 60 1CJiu.zzth.an120 Clav Loam 0.45 2.67 61 t0120 Clay 0.24 5.00 I Clay - - es1 how" S0% o from at fw or vary rw rn1 :�I G. DOVINSLOPE DPKE WIDTH 1. If landslope is-A'iViinore, subtract rock layer width from adsorption %%idth to obtain minimum downslope dike toe ft - 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 /. _ feet b. Multiply rock layer width by landslope to determine drop in elevation; Slope Difference stD.rtllt. x + 100 = feet UD110Dt NIOt1 c. Add depth of clean sand for separation (2a) ]ttt at upslope edge, depth of rock layer (1 foot) to depth of cover 0 foot) to find the mound height at the upslope edge of rock layer, i is + lft + lft = c feet d. Enter table with landslope and upslope dike ratio. Select dike multiplier of e. Multiply dike multiplier by upslope mound height to find upslope dike width: -7 .c x _ /_ feet f. Add depth of clean sand for slope difference (2b) at downslope edge, to the mound height at the upslope edge of rock layer (20 to find the downslope height; ft + ft = -,. Lfeet g. Enter table with landslope and downslope dike ratio. Select dike multiplier of h. Multiply dike multiplier by downslope mound height to get downslope dike width: x = . = 1 feet i. Compare the values of step G.1 and Step G.2h Select the greater of the two values as the downslope dike width; GI feet U011t0t rittll' I . i. Total mound width is the sum of upslope dike (G.2e) width plus rock layer width (D.2) plus : ue11t.. M14t. downslope dike %idth(G.20; s _L ft+ ft+ ft = < =l feet 3 k. Total mound length is the sum of upslope dike width (G.2e) plus rock laver length (D.3) plus upslope dike Nvidth (3.2e); is ft+ ft+ ft= feet t 1 rt.t m9t SItDt Dtfftrtne• `�tt ;3.K 8t0 W10IN lttt DOwn110Dt'+IOt'1 fttl Dt+ttlttt v10111 ,tot 11_00 0 t n It 4.-1 Downslopor 51 11 71 71 11 UPSIOPe S1 U 81 WR 0 70 l0 i0 •0 70 57 10 SO 10 70 ID 1 7D1 4.17 i21 1.16 7_3 1i1 is la 51i W 7 /1 2 ) 1t US iSi 112 111 :O 1� 1s1 5]1 414 1.40 7 7 X7 1_S1 AS :JS a" I: a 19 13d S 0f S 79 /.'S 1 711 1.71 4z 7w 11-7 216 143 117 lit S11 1D1 S )S1 100 &V /57 10.77 11i LU 1m 4Q 519 511 1 lAa 126 71l 936 1Ir :S1 121 )t5 111 1t3 S11 7 )10 SSi 1N :031 1113 -11 111 770 tz 00 5.13 'IS 5111 6.0 1154 IStt -t2 1© 7S7 COS 111 4A t 411 LIS 1.01 71D1 1111 :3i 1 % ) 4S 110 130 16 10 12) lC 100 IS 00 :SSI :31 246 ).0 1Z 412 1M li 1Y 7I1 1111 1743 3011 ::I 2.7f 727 1t1 715 426 12 lit 711 S:SO 1) 1715 175 312 149 3D 401 wl.t11 Foot i r.,l' a M• • : • i• 1C A. Determine pump capacity Gravity Distribution I. Minimum suggested is 600 gallons per hour 00 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 D-utibution 3. a. Select number of perforated laterals b. Select perforation spacing = feet. C. Subtract 2 ft from the rock laver length. I I -� - 2 ft = feet d. Determine the number of spaces between perforations. Length perf. spacing = ft. + ft. = = spaces e. spaces + I = ' perforations/lateral f. Multiply perforations per lateral by -,number of laterals to a' get totalnumber of perforations. x _ perforations. g. 7m x ary W . -11- 9POL SELECTED PUW CAPACITY -" gpm B. Determine head requirements: 1. Elevation difference between pump and point of discharge. i feet 2. If pumping to a pressure distribution system, five feet for pressure v required at manifold if gravity system, zero. feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from table. F.L = ft/100 ft of pipe b. Determine total pipe length from pump to discharge point Add 25 percent to pipe length for fitting loss, or use a fitting loss chart. Equivalent pipe length -1.25 times pipe length = Yx1.25= i,r� feet c. Calculate total friction loss by multiplying friction loss in ft/100 h by equivalent pipe length. Total friction loss = - x f +100 = Z feet 4. Total head required is the sum of elevation difference, special head requirements, and total friction loss. =i + + =, (1) (2) (3c) TOTAL HEAD feet C. Pump selection 1. A pump must be selected to deliver at least gpm (Step A) with at least ; !- feet of total head (Step B). F-17 DO KWORAT,OM OF a ► WORLT('J LAT(AL- fig Cw irT.,.r Z . C__ /r, ■ fir, • • . 1.�� f.. lM ' 11r If;� M MU � �t•..My « iWa sA. [r. S.y Low Mir. M u.w waivrrr"M4 50d L4nw sa mm PW a�uw' u * mi Hi�dr Vm) _+ rr 1" .. fr 1.0a 0.56 0.74 2.Ob 0.80 1.04 a. Use for single family homes b. Use for all other applications > Pipe LcngLh Point of Dischm,le TT �G- ©eva6an Diffemw J c P F-18b 1.3 inch 2.0 inch 3.0 inch MM rtCumImr.imndV4. 10 0.69 0.20 12 0.96 0.28 14 1.28 0.38 16 1.63 0.43 18 2.03 0.60 20 147 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 0.49 50 3.99 0.58 55 4.76 0.70 60 5.60 0.92 -S-P TESTING! INC. Steven B. Schirmers • MPCA Cert.No. 627 951 Katydid Lane NE • St. Michael, MN 55376 - (612) 497-3566 FAX • (612) 497-5011 State License #t394 Gary Rebstock 2943 Farview Lane Orono, Henn. Co., MN Borings completed on 7-11-96, with a 1-1/4" Soil Probe. BORING NUMBER 1- Elev.92.6 - MOTTLED SOIL AT 2' - No standing water present in boring. 0 - 24" Eroded brown loam 10YR 413 24" - 48" Very dark brown loam 10YR 3/1 - mottles 516 BORING NUMBER - Elev.94.9 - MOTTLED SOIL AT 27- No standing water present in boring. 0 - 26" Eroded brown loam 10YR 4/3 26" - 44" Very dark gray loam 10YR 3/1 - mottles 5/6 44" - 48" Dark gray loam 10YR 3/1 - mottles 516 BORING NUMBER 3- Elev.93.5 - MOTTLED SOIL AT 1'10" - No standing water present in boring. 0 - 22" Eroded brown loam 10YR 4/3 22" - 40" Very dark gray loam 10YR 3/1 - mottles 5/6 -ERTIFICATION NO.627 iTATE LICENSE N0.394 PERCOLATION TEST DATA SHEET :3ercolation test readings made by S-P Testing, Inc. on 7-12-% starting at 12;04pm, rest hole location Rebstock. 2943 Faryiew Lane, Orono. rest hole number L Date test hole was prepared 7-11-%. Depth of hole bottom U inches. Diameter of hole ¢ inches. SOIL DATA FROM TFSTHOLF DEPTH,INCHES SOIL TEXTURE 0 - 12" Eroded brown loam Method of scratching sidewall is knits. Depth of gravel in bottom of hole is j_iadm Date and hour of initial water filling 7-11- 1:30M Depth of initial water filling is 12iasim above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is antomalk sighm Maximum water depth above hole bottom during test is i inches. ---- -- — ` Measurement Drop in water level. Percolation rate, � ^ Time _ Time interval min inches inches minutes per inch Remarks + 11:52 { prefill 6 — 12:04 i 12:34 6 4-M L6.9 30 min 12:37 i 1:07 6 4-3/8 6.9 30 min 1:11 1:41 6 i 4-3/8 6.9 30 min I I l Percolation rate = 62minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by -S-P TestipgInc. on 7-12-96 starting at 12:05DID. Test hole location RebstacL 2943 Fairview Line, Orono. Test hole number 1. Date test hole was prepared 7-11-%. Depth of hole bottom 12 inches. Diameter of hole ¢ inches. SOIL DATA FROL1 TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 12" Eroded brown loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 7-11-%.1:34nm. Depth of initial water filling is 12 Onches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is n1azI& elph9n. Maximum water depth above hole bottom during test is ¢ inches. - - — — -- - - Measurement. T Drop in water level, j Percolation rate, — Time Time interval,min I _ inches inches minutes per inch Remarks 11:52 I prefill 1 --6 — — 12.05 i 12:35 6 3-3/8 8.9 30 min 12:38 1:08 6 3-1/0 9.6 30 min 1:12 1:42 6 3-1/16 9.8 30 min Percolation rate = 2&minutes per inch. CEO TIFICATION NO.627 STATE LICENSF. NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing. Inc. on 7-12-% starting at 12;06pm. Test hole location Rebstock- 2943 Fsrview Lane, Orono. Test hole number }. Date test hole was prepared 7-11-96, Depth of hole bottom U inches. Diameter of hole 6 inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 12" Eroded brown loam Method of scratching sidewall is itn&. Depth of gravel in bottom of hole is 2� inches. Date and hour of initial water filling 7-11-96, 1:39 . Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is entomattic iiph94. Maximum water depth above hole bottom during test is 6 inches. Measurement, i Drop in water level, ' Percolation rate, i Time Time interval,min ; inches inches minutes Per inch Remarks Water remaining in test hole 12:06 i t 2:36 6 2 ; 15 30.min 12:39 _ 1:09 6 2 _ 15 30 min 1:10 1:40 6 2 15 30 min Percolation rate = L,Qlttintites per inch. I-.ft PERFORATED r._.� LATERALS SANDY LOAM SOIL- '� •:;'� . � %; LAYER OF GEOTEXTILE FABRIC OR 4 INCHES OF � IL Ip� I I/t OR 2 .�. , PIPE FROM PUMP • ` • + ,� �/ ,' �� tow 21 CLAN BOCK y� �• / / � DIVERSION FOR so SURFACE WATER IV TOPSOIL ?' SL FILL ,SQL UP B-IERRq ar. _ Err LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE PERi011AT1pNS SPACED 36' END ON CENTER. P11(QRJ►�ION VIEW SIZE WAY PERFORATIONS ON DOT TOM OF PLASTIC PIPE ACWNG A �z'MANIFOLb PIPE �. V, END CAP Sp. /� \ ' l ITEO c`rEo`C ry=� F 1\ '`fERFOP fit Of a.- 0101- k (ALTERWTE LOCAT OF M►E FROM PUW'IION 2' PIPE FROM PUMPING CHAMBER LAYER OF GEOTEXTILE LOAMY SAND CAP • FABRIC PERFORATED LATERAL GRASS COVUI r w ILLS TOP IL CLEAN SAND FILL MAXI AUM SLOPE EAN ROCK ?4' TOPSOIL PLOWED OR �. 2'/ INCN — olsKEo SURFACE r uosoIL CROSS SECTION - A —PIPE FROM PUMPING CHAMBER W PERFORATED I� - - LATERALS Z BED AREA -•� I � _ � ' _ i I oy o_;_oil IN N DIKE �OMAEX T�--OIKE—� TOTAL WIDTH -- � END PERFORATION Of A PERFORATED LATERAL ---Grow C4ar Adir Lew So" AM M flo•1•suw FMIk Ir Iv• �.lo/w1� M "west endAer .--PHA Irn ae1N flo1Wn1•Iy w ww TIP �-Al Lw»I It' to Lots of As" LOIN ►.rlw�Uw LiulN a CI•M flood Los. /1-11w 1 L•N.N 'sw Plyrlr ftwwwd R TE CEDAR OR WATER iIG11T 9 LOCKABLE ELECTRIC BOX---,,,, T AE �D�'POST (4 !<4 min) PLUGS OR ELECTRIC CONNECTIONS =---ALL L DEL BOX IC CONNECTIONS MADE 2' PVC CONDUIT SCHEOtlIE 80 6'SPACE OF POWER CORD FOR MANHOLE COVER CHAINED 9 LOCKEDT [LOOP SETTLEMENT SEALED 14MHOLE RINGS, � vINe1 rcnnr SEALED TANK COVER - PLASTIC ROPE OR CHAIN WITH ANCHOR —� ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT START_ VF,L_ V. 3 � SHUT_ 9EF-.EY-EL-V _ _ PUMP CONTROL FLOAT METAL COVER CONCRETE MANHOLE RING I •e_. r.. AT LEAST 12' "In; BELOW GRADE WIRE FROM POWER SUPPLY -pPIIP�EpISSLAID ON A UNIFORM SLOPE FROM 2 FOR JOTPER ORRAAINBOACK IL TREATMENT AREA `IF PIPE AT TANK MUST BE LOWER THAN UNION, TO GET ELEVATION FOR ORAINBACK, 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 MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND CONTACT. Figure F-8 METHODS OF SECURING MANHOLE COVER TO IT UNAUTHORIZED ENTRY Figurc C-I4 VERTICAL SIDEWALL SEPTIC TANK -FINISHED GRADE - AT Lr A— ST 6' TO 12" SOIL AT _LEAST I� e• ''A COVER 4 DIA.-� 1.11N I At L': QST I'_ - AT LEAST I" - A OIME►t 101+5 FOR TA►+KS WITH VERTICAL SIDES A - -- — -- _-_ WIUTN� W �14' M_INIMVM _.. T LENGTN, L O 3 TIMEST11E WIUTH Dlar.�EtER • M1_NIMUh1_ _ 1 DEP_TH, D 30� MINIMUM;_7B_MAXIMUM C AT LEAST ' —A . _ - _Y_E 6 MtNIMUlAt_02 D MAXIMUM 6' 3- C -- 04 D Y j --- - n-1 LEAST A FEET - Nofft t s.+•1wlt f[[S.i lf.tf •u.11t: 1. ...r fift • ►Wur•E(XlvElf6yw►fs lOClti(DI*11IN 0911041 1. I.trV SI W t UC ON! On.AI?,t 1JN/ -L. ; y!t►AV t liE ►.W.LiLE M'fnM W MC1GOOF IIfE lIIfrAC( Ilw/7ltDN A jo IOC.I(n w.11lll f l tl I,•'AU fNw 11tCC`Alk"Al Is 94cutotol'IiWtt ACCUt4 fw•us ;jl'4nAl UM U3fAIt(<r 111IttM iM7tX �l(f Pf'f AMU 3. AN•tf7'(CIOM rd'E OC I.f I(J.fl•r.�l.l.•:•4w1(II MAl1F sf PpMlf7f 0Alflt 4M/L fR MAlEfll tlNNtrt•GES OnA1MwIC[ESIMtt14tOCUt[DrNCn3-'"I'twell csNOW364Cn"12UtU41 Mnd+ftLl DLV tit ll-E CU.IUIIs•C Cr 1!fF AA Cc147t [ rOn IgXgZLINIA[ CnIMCAI. tANa9 D•ttCIIUM All 1150 M•(tf11IM1 It t It sA•l As flt UMlt n l ti r tt i-A AAn DAN NsW+ c I, o3Sn IW IU ptMMGS dISwoIM.. 1C(S •fI.tlla rfYtlt7M I•tt"IMILOCAlt u It'"fr. .IF /III Derrtts _ '— PENCIL MARKS 0=11i00� IWET SCUM �; OUTLET v;:_�OilTLET LiVEL SCUM CLEAR SPACE � CLEAN OUl TAW W#+-N 'T W IS 3. OR USS OR W IS 12' OR LESS BLACX COLOR t' 1' i'`�c:''• :. SLUDGE ,+ DISTINGUISHES SLUDGE ... LAYER FROM LIOUID MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK