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Home My WebLink About1998-02-04 Septic System Design SpecificationsS-P TESTING, INC.Steven B. Schinmers • MPCA Cert. No. 627 951 Katydid Lane NE • St. Michael. MN 55376 • (612) 497-3566 FAX(612)-497-5011 State License #394 February 4, 1998 Alex & Cathy Johnson 940 So. Brown Rd. Orono, Henn. Co., MN This site has an existing on-site sewage treatment system which is classified as failed due to not meeting a 3' separation from the bottom of the system and the saturated soil. The system was not installed in the area of the original Design completed by S-P resting, Inc. dated September 10.1984. Approximately 75% of the system is out of the area tested which indicated mottled soil at SB#5 at 34" below the ground surface. An addition to the house is proposed which will require the system to be upgraded. Soil borings completed in the area of #1 , 2 & 3 found the mottled soil changed & at a higher elevation than in 1984. This may be caused by the sandy soils in the soil profile being saturated during a very wet period in the late 1980's. This on-site sewage treatment system is designed for a Type 1 , 5 bedroom home & 1 bedroom guest house in the bam totaling 6 bedrooms, in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The soils on this site are SCS soils mapped - HbC - Hayden loam. The seasonally saturated soils were located at 28" to 60" (mottled soil). Due to the seasonally saturated soils, a Pressurized Mound System will ne^ to be installed to treat septic effluent. The bottom of the treatment area must be located at least 3* above the saturated soils. The soils at a depth of 12" have a percolation rate averaging 12.6 mpi. 1 9 The existing tanks may not be water tight and if not abandon, pump and fill with soil. The pumping chamber and 2nd tank may be newer and may be used if the flow line is at an adequate elevation and water tight. If the 2nd and 3rd tanks are water tight with the 1st tank abandoned, an additional 1000 gallon tank may be added and a new pumping chamber totaling 3-1000 gallon holding tanks and 1-1500 gallon pumping chamber which is required. 2-1000 gallon holding tanks will need to be installed at the bam and flow gravity to the pumping chamber at the house. The supply line will need to be insulated in areas of winter travel. 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 entire mounded area must be turned over, just break up the sod, be sure 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. * - f Nothing other than human waste, toilet tissue, laundry, showers, water softener etc. should be disposed of into the septic tanks. Iron filters must be diverted out of the system. Garbage disposals are not recommended, due to adding more solids & fine solids passing through to the system. Excessive amounts of soaps, cleaning agents & chlorine agents inay kill the bacteria needed to treat septic effluent. Additives are not recommended. Recommend to pump & dean your tanks through the manhole by a certified pumper every 2 years. Check with your pumper to set up a schedule. n� c J4r '/(4`yy4Ry� I „+ It ,l JF Y r IV I t4 73 y ' r K co a iFs�s la } sisfl JflkllnNl» ^ i' i[ -a ftss. i I 5 ® phi!| S ,0 u a e G I ^9'- nk litHlit t i \ H H ^ H X X X X •1 • • «* «oi ro — rn rn m m i E✓ d • .'; J -A - ^”^.1.. 5t|4® ■ ,'i h ■• r* ? > • ^*1 •1 1 ' ( j i ^ *1 fir ^ 0 0 —• ___a %j 0 i’ S0 2tr S &b to 5 * i* .9 MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW . Estimated ^oO gpd I “^'2- pu s-e C“c»av «m^ or measured — x 1.5 ■ ~ gpd. B. SEPTIC TANK UQUID VOLUMES / - ^ )-/oao gallons V4 /OOO . C. SOILS (reftf to site evaluation) ’0 -3^> - 2!1. Depth to restricting layer < 2. Depth of percolation tests ■ / ^ 3. Percolation rate mpi 4. Land slope_____^____% * I A inches inches Eitkiuiad Stwigt Flow in GtJlont per D*y (fp^ Nwmber of Bod^ooms TVl-l Typ*M TVp.m TVp.IV 2 3 • 4 5 6 7 1 300 450 600 750 900 1050 1200 225 300 375 450 525 600 675 110 2)1 256 294 332 370 401 «e« of IM • dwm la lao , Hwmbm a 3«rlHi 9er4 5or4 7irl ov«f 750 1400 1400ajooo SmO|.C4 uu 1400 UM ).000 (114) D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layenAx 0S3« ^oo . gpd X 0.83 sq. ft./gpd * 04^ sq. ft. 2. Select ividth of rock layer (10 feet or less) = /d ft. 3. Length of rock layer ■ area width « sq. ft. yo ft. * ft. Rock Bed E. RCXK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock; 94n sq. ft a M cu. ft. 2. Divide cu. ft by 27 cu. ft/cu. yd. to get cubic vards; OiiiL cu. ft 27 « _A2i-cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; ru. yd.X 1.4 ton/cu. yd. * UQ tons. Length F. ADSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is 12.mpi 1 Select allowable soil loading rate from table; .Mr gpd/ft» 3. Calculate adsorption width ratio by dividing rock layer leading rate of 1.20 gpd/ft2 by allowable soil loading rate; ’..20gpd/ft*+j^^gpd/ft*« .a.UP 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; X JO ftB^W.O ft AbMWtan width SUM 1bbk PffcelitfonlUtt MlnviMw?lne>iimfo Soil Texturi rmZi^sr «4Ml«a**rpr Fatter than 0.1 0.1 to 5 0.1 to 5 6 to 15 16 to 30 31 to 45 46 to 60 6110120 Slower than 120 CoarteSand Sand Fine ^d** Sandy Loam Loam SUt Loam Qay Loam Oay Clay uouo 040 0.79 0.60 050 0.45 0.24 1.00 1.00 2.00 152 2.00 2.40 2.67 3.00 ** M Kavlni M «r mm «f Am or very Ane aand. G. 1. 2. DOWNSLOPE Djra WIDTH If landslope is-fm<rmore, subtract rock layer width from adsorption width lu obtain minimum downslope dike toe ft- yn ft= in feet Calculate Minimum mound size based on geometery: a. Determine depth of dean sand till at upslope edge of rock layer: SqHtration 1.0 feet b. Multiply rock layer width by landslope to determine drop in elevation; Slope Differenct 10 X (a % -j-100 = / U feet c. Add depth of dean sand for separation (2a) at upslope edge, depth of rock layer (1 foot) to depth of cover (1 foot) to find the moimd height at the upslope edge of rock layer; ft + 1ft + 1ft = 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: x 3.0 = /o feet f. Add depth of dean sand for slope difference (2b) at downslope edge, to the mound height at the upslope edge of rock layer (2c) to find the downslope height; .?.0 ft + ft = feet uotiept width fMt R ock atd width /O fttt Downtlopt Width J2L, r«(t g. Enter table with landslop>e and downslope dike ratio. Select dike multiplier of h Multiply dike multiplier by downslope moimd height to get downslope dike width: i, x feet i. Compare the values of step G.l and Step G.2h Select the greater of the two values as the downslope dike width; /*=» feet j. Total moimd width is the sum of upslope dike (G.2e) width plus rock layer width (D.2) plus downslope dike width(G.2i); /r> ft +ft+ /^/ ft= 3--'/ -■ - JS 5 mm e____________ ____ ____feet £ k. Total mound length is the sum of upslope dike width (G.2e) plus rock layer length (D.3) plus upslope dike width (G.2e); /o ft-¥ g<r" ft-t- /n ft= feet il i i nil I /-/C-.3 Totti Ltnoih 3:1 4:1 i>OW11SlOp€ S:1 41 7:1 3:1 4:1 Upslope 5:1 id 7:1 95 0 3 j 0 4i)55 40 7.0 30 40 55 40 7.0 95 1 3J0I 4.17 504 431 753 191 355 476 544 654 741 2 3.19 4J5 554 4t2 414 143 3.70 454 554 414 490 3 3J0 454 5JI 7J2 494 ITS 357 455 559 5.79 645 4 341 474 425 7J9 9.72 169 3.45 417 494 146 656 S 353 sm 447 457 1077 161 553 400 442 119 571 6 344 SM 7.14 959 1257 154 ' SOS')3.95 441 493 541 3J0 554 749 10L34 1373 249 312 3.70 423 470 5.13 1 3.9S 5JI 433 1154 15.91 142 3.G9 357 405 449 4J9 9 441 US 9j 09 1354 1492 156 194 345 190 450 445 10 409 447 105 1550 2353 131 196 353 175 412 444 11 44i 7.14 11.11 1745 3041 226 171 323 341 195 426 la 449 749 1250 2143 4375 121 170 3.12 3.49 3J0 459 PI IMP SET^grrinN procedure A. Determine pomp capacity: Gravity Distribution 1. Minimum suggested is 600 gallons per hour 00 gpm) to slay ahead of water use rate. 2. Maximxun 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 Distibution 3. a. Select number of perforated laterals Select perforation spacingb. c. feet d. e. f. g- Subtn^ 2 ft from die rock layer length. - 2 ft ■ 0^ feet Detonnme the number of spaces between perforations. Length perf.spacing■ OA ft3, ft.» spaces spaces1 ■ 2^ pezforations/lateral Muldply perforations per lateral tw number of laterals to get total number of peiforations. x n perforaorations. SELECTED PUMP CAPACITY gpm B. Determine head requirements: 1. Elevation differeiKe between pump and point of discharge. ,/-U— feet if pumping to a pressure distribubon system, five feet for pressure required at rrumifbld if gravity system, zero. ^ feet Fricbon loss 2. 3. a. Enter fricbon loss table with gpm and pipe diameter. Read diction 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 len^h for fitting loss, or use a fitting loss chart. Equivalent pipe len^ • 1.25 times pipe length 5 M / X 1.25 .O c. Calculate total diction loss by multiplying diction loss in d/100 ft by equivalent pipe length. Total diction loss ■ x' x '^OL. ♦lOO = ^feet 4.Total head required is the sum of elevation difference, special head requirements, and total friction loss. 7 (1) (2) TOTAL HEAD .3d (3c) feet C Pump selection 1. A ptunp must be selected to deliver at least 43^ gpm (Step A) with at least feet of total head (Step B). F-17 DO ^CRFC^TION or A rci^roAATco latcaal % ' V-iM of ioMsetle Aibrtt (if lii#* /.•iSfclAAr •• tier • ^4*^ in lirad Ptfforaiion Dischaivt Diachafgt HMd .%j—p-Jj 1.0a 2.0b 0.56 0.80 0.74 1.04 a. Use for single family homes b. Use for all other applications Pipe Length Po int of Discharge u Elevation Diiference Pump i 9.S F-18b 8Pni 1 ^ inch LO inch 3.0 inch Friotantepir IGOAeTpipe 10 0.69 0.20 12 0.96 0.28 14 1.28 0.38 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 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 LOGS OF SOIL BORiNGS Alex & Cathy Johnson 940 So.Brown Rd. Orono, Henn. Co., MN Borings completed on 1-29-98, with a hand bucket auger. BORING NUMBER 1- Elev.99 9 - MOTTLED SOIL AT 28” - no standing water present in the boring. 0 8” 30" 44" 8" Topsoil dark brown loam 10YR 3/2 30" Brown clay loam 1 0YR 5/3 44" Rusty brown sandy loam 1 0YR 5/3 - mottles 6/8 48" Rusty brown loam 10YR 6/4 - mottles 7/1,6/8 BORING NUMBER 2- Elev. 101.0 - MOTTLED SOIL AT 60" - no standing water present in the boring. 0 6" 18" 32" 60" 6" Topsoil dark brown loam 10YR 3/2 18" Brown clay loam 1 0YR 5/4 32" Brown coarse sandy loam 1 0YR 5/4 60" Brown sandy loam w/weak iron stains 10 YR 5/4 72" Rusty gray brown loam 1 0YR 6/3 - mottles 7/1,6/8 BORING NUMBER 3- Elev 102 4 - MOTTLED SOIL AT 28" - no standing water present in the boring. 0 -8"Topsoil dark brown loam 10YR 3/2 8" -24"Brown clay loam 10YR 5/3 24" -28"Brown sandy clay loam 1 0YR 5/4 28" -48"Rusty brown coarse sandy loam 10YR 5/3 - mottles 6/8 48" -60"Rusty brown coarse sandy loam 10YR 6/4 - mottles 7/1,6/8 Soil borings cont'd BORING NUMBER 1A- Elev.98.7 - MOTTLED SOIL AT 32" - no standing water present in the boring. 0 - 8" Topsoil dark brown loam 10YR 3/2 8" - 28" Brown clay loam 10YR 5/3 28" - 32" Brown c'ay loam 10YR 5/4 32" - 38" Rusty brown clay loam 10YR 5/4 - mottles 7/1,6/8 38" - 48" Rusty olive brown loam 10YR 6/3 - mottles 7/1,6/8 BORING NUMBER 2A- Elev.99.7 - MOTTLED SOIL AT 36" - no standing water present in the boring. 0 8" 20" 36" 8" Topsoil dark brown loam 10YR 3/2 20" Brown clay loam to loam 10YR 5/4 36" Brown clay loam 10YR 5/4 48" Rusty olive brown loam 10YR 6/3 - mottles 7/1,6/8 BORING NUMBER 3A- Elev. 102.0 - MOTTLED SOIL AT 36" - no standing water present in the boring. 0 - 8" Topsoil dark brown loam 10YR 3/2 8" - 36" Brown clay loam 10 YR 5/4 36" - 44" Rusty brown clay loam 10YR 6/4 - mottles 6/1,6/8 44" - 48" Rusty olive brown loam 10YR 6/3 - mottles 7/1,6/8 CERTiFICAtlON N0.627 STATE LICENSE N0.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing. Inc, on 1-30-98 starting at 12:40| Test hole location Johnson. 940 So.Brown Rd.. Orono. Test hole number^. Date test hole was prepared 1-29-98. Depth of hole bottom 12 inches. Diameter of hole 6. inches. SOIL DATA FROM TEST HOl.K DEPTH,INCHES 0-6" 6" - 12" SOIL TEXTURE Tqp^i[ dark brown loam Brown clay loam Method of scratching sidewall is knife. Depth of giavel in bottom of hole is 2 inches. Date and hour of initial water filling 1-29-98.3;30pm. 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 automatic siphon. Maximum water depth above hole bottom during test is 6. inches. Time Time interval,min Measurement, inches Drop in water level, inches Percolation rate, minutes per inch 1 Remarks ^ 12;15 prefill 6 ........... 1 12;40 1:10 6 3-7/8 7.7 30 min 1:20 1:50 ....§ .......,i 1 3-3/4 8 30 min 1:51 2:21 1 6 3-11/16 8.1 30 min 1 Percolation rate - 8dLminutes per inch. CERTiFICAtlON N0.627 STATE LICENSE N0.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing. Inc, on 1-30-98 starting at 12:40| Test hole location Johnson. 940 So.Brown Rd.. Orono. Test hole number^. Date test hole was prepared 1-29-98. Depth of hole bottom 12 inches. Diameter of hole 6. inches. SOIL DATA FROM TEST HOl.K DEPTH,INCHES 0-6" 6" - 12" SOIL TEXTURE Tqp^i[ dark brown loam Brown clay loam Method of scratching sidewall is knife. Depth of giavel in bottom of hole is 2 inches. Date and hour of initial water filling 1-29-98.3;30pm. 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 automatic siphon. Maximum water depth above hole bottom during test is 6. inches. Time Time interval,min Measurement, inches Drop in water level, inches Percolation rate, minutes per inch 1 Remarks ^ 12;15 prefill 6 ........... 1 12;40 1:10 6 3-7/8 7.7 30 min 1:20 1:50 ....§ .......,i 1 3-3/4 8 30 min 1:51 2:21 1 6 3-11/16 8.1 30 min 1 Percolation rate - 8dLminutes per inch. CERTIFICATION N0.627 STATE LICENSE N0.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing. Inc, on 1-30-98 starting at 12:41[ Test hole location Johnson. 940 So.Brown Rd.. Orono. Test hole number.! Date test hole was prepared 1-29-98. Depth of hole bottom 12 inches. Diameter of hole 6 inches. son. DATA FROM TEST HOLE DEPTH.INCHES SOIL TEXTURE 0-8" 8" - 12" Topsoil dark brown loam Brown clayjo^__ Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 1-29-98.3:30pm. 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 automatic siphon- Maximum water depth above hole bottom during test is 6. inches, ...................Measurement. i Drop in water level,Percolation rate, ^ Time j Time interval,min inches inches minutes per inch Remarks [ '1 12:4J| 1:19 a__.prefill 1:11 1:52 1j49 2:22 6 6 6 30 min 30 ....30 min 30 min Percolation rate = 30.0 minutes per inch. CERTIFICATION N0.627 STATE LICENSE NO 394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing. Ine. on 1-30-98 starting at 12:43pm. Test hole location Johnson. 940 So.Brown Rd.. Orono. Test hole number lA. Date test hole was prepared 1-29-98. Depth of hole bottom 12 inches. Diameter of hole 6. inches. SCin. DATA FROM TEST HOLK DEPTH,INCHES ___0-8" 8" -12" SOIL TEXTURE Topsoil da rk brown loam Brown clay loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches Date and hour of initial water filling 1-29-98.3;30pm. 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 automatic siphon. Maximum water depth above hole bottom during test is ^ inches. i 1 Time Time interval,min Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 12:15 1 prefill _______6 .. - 6 t 12:43 ! -........ i 1:13 ........ 2-7/8 10.4 30 min 1 1:18 I 1:48 6 2-7/8 ! 10.4 30 min 1:53 2:23 6 2-7/8 10.4 30 min Percolation rate = 10.4 minutes per inch. CERTIFICATION N0.627 STATE LICENSE N0.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing. Inc, on t-30-98 starting at 12i44| Test hole location Johnson. 940 So.Brown Rd.^ Orono. Test hole number 2A. Date test hole was prepared 1-29-98. Depth of hole bottom 12 inches. Diameter of hole 6. inches. son. DATA FROM TEST HOLE DEPTH,INCHES 0-8” 8" -12" SOIL TEXTURE Topsoil dark brown loam Brown clay loam to loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 1-29-98,3:30pm. 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 antomatie aiphon Maximum water depth above hole bottom during test is 6. inches. Time Time interval,min Measurement, inches ----------—.—-------------------------------- Drop in water level, inches Percolation rate, miruites per inch Remarks 12:15 prefill 6 12:44 1:14 6 3-9/16 100111______30 min 1:17 1:47 6 3-1/2 8.6 ,, 30 min 1:54 2:24 6 3-1/2 -------... 1 8.6 30 min Percolation rate = 2L.minutes per inch. CERTIFICATION N0.627 STATE LICENSE N0.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing. Inc, on 1-30-98 starting at 12:4Spm. Test hole location Johnaon. 940 So.Brown Rd.. Orono. Test hole number_3A- Date test hole was prepared 1-29-98. Depth of hole bottom 12 inches. Diameter of hole 6. inches. SOIL DATA FROM TEST HOLE DEPTH.INCHES 0-8" r-12" SOIL TEXTURE Topsoil dark brown loam Brown clay loam_____ Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inchca. Date and hour of initial water filling 1-29-98.3:30pm. 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 automatic siphon. Maximum water depth above hole bottom during test is 6. inches. Time Time interval,min Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 12:15 ___ _ 6 ......... 12:45 1:15 6 4-3/4 6.3 30 min 1:16 1:46 6 4-3/4 6.3 30 min 1:55 2:25 6 4-3/4 6.3 30 min Percolation rate = f^ljninutes per inch. PERFORATED LATERALS SANDY LOAM SOIL LAYER OF GEOTEXTILE -------------A INCHES OF IV," OR 2" PIPE FROM PUMP CL^AN^ feck €T TOPSOIL- DIVERSION FOR SURFACE WATER 1'^? LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PCRFORATCO Plastic pipe PCNFOfUTIONS SMCCO 36* i'pkpt rnoM PUMPMC CKAMacn LAYER OF GEOTEXTILE FAORIC LOAMY SAND CAPu perforated lateral CRASS COVER CLEAN SANO FILL 6 INCHES SOIL MAXIMUM SLOPE 3 TO I k______ TOPSOIL SUBSOIL olsKM^ suRPAce “JJgpr CROSS SECTION A - A PIPE FROM PUMPING chamber vZiuiJ 'TOTAL WIDTH --------------- PLAN VIEW END PERFORATION OF A PERFORATED LATERAL C«w /a m » # ,, is£j-•* ^ flRt If iIIrri t ClMR ^-PtrtanMliiiB UmIM oi m$ Loiotol OvIflMl M Ptipvly tMrXM F-8 V*•’x • -V* WATER TIGHT ft LOCKABLE ELECTRIC BOX PLUGS OR ELECTRIC CONNECTIONS 2* PVC CONDUIT SCHEDULE 80 ..eoArc MANHOLE COVER CHAINED a LOCKEOp^^^pS SEALED MANHOLE RINGS — / \ 1 ____k----- ;i» PLASTIC ROPE OR CHAIN WITH ANCHOR ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT ,_5I«LRI-I.EyeL5L .SHMI.-OEF_k^UZ> PUMP CONTROL FLOAT 414 min) in‘^dI‘-|8?"^ connections made L FINAL GRADF ----7J@ SEALED TANK COVER AT LEAST 12' BELOW GRADE -^WIRE FROf^ POWER SUPPLY PIPE IS LAID ON A UNIFORM SLOPE FROMMwj&cr IF PIPE AT TANK MUST BE LOWER THAN UNION TO GET ELEVATION FOR ORAINBACK. A Va 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 OTHER TANI6 AND MUST BE PLACED IN CONDUIT. ALONG POST ELECTRICAL CORDS FROM WMP AND FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND CONTACT. Figure F*8 METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figure C*14 f I VERTICAL SI DEWALL SEPTIC tJIiK MIN 3P at least ^ 4" DIA. rAT LEAST l‘ FINISHED GRADE y. ^ i . 6" TO 12 SOIL ‘------COVER V- AT i^AOT *AT LEAST 4 ‘ DIA- AT LEAST I n II i A Bi - AT LEAST 3" niMrN<;inN<; for TANKS WITH VERTICAL SIDES WibfH. w 24* MINIMUM LENGTH, L 2 TO 3 TIMES THE WIDTH DIAMETER 60’ MINIMUM DEPTH, D 30* MINIMUM: 76* MAXIMUM A 0.2 0 B 6“ MINIMUM: 0.2 0 MAXIMUM C 04 0 T A -AT LEAST 4 FEET- NOi(t;I. *AMiiAHruc»*iirAstiiMci«$iMOi»Mtirn ». iitmsiwiocoticoniioieuwiOUi.wtfAsi IMMTiMOMANU lOCAirO **IH IW • » CCI Or AU lAMf VWACIS.3. ANffOi*CCIlONrrf or AT iXASMMCKSDlAMrjCll OHAII^IOU SlIAUHf lOCAUOOVCnOOlM 1l€ •ACT Mjoouu£I acvrc« imc cun uuwc or it c tisi*kci ai rrcf oc lie HAMS AS lie ccNicniMC nriHi (wruoeNMOsonSANii/atY ices ahmomsiicicn ri'CiAjsiieiOCAUuecnAfrN lie left aniwaiiict cwrai __ 4. Avu«iniccx>vcnssiM.ueLOCAicowtiiif«i2iNoee r Ti < MANi mu • ^11M m MQ <• oMic suev ACC iieoovcnuAioittOkfeoioffmvCfii aoccss . % sfrAHAi w ueiAfCC oitMciN cnd or mlct rre amu NCAreST POMI ON ovric « NO I ESS IIMN t MO cs on HO HO»«c n II Ncice • foniioitzuNiAicniinncAUANiisottiCNftWAisoiso AHO 0(U:NSI0N C ts 0 3SO ............................■ CLEAN OUT TANK WHEN V IS 3* OR LESS OR 4 T *BT IS 12' OR LESS Hy BLACK COLOR ;. ■ ^ uw^^R^ Liliiio^ MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK i p LOCATION: 9A0 Brown Rd. S. OWNER:Alex and Cathy Johnson CITY OF ORONO SEPTIC SYSTEM APPROVAL CITY of ORONO Municipal Offices PostOITkeBox66 Cr>5tal Bay, Minnesota 553234)066 GENERAL CONTRACTOR: SITE EVALUATOR: S-P Testing SEPTIC CONTRACTOR: REPORT DATE: February 4, 1998 The City of Orono has (approved-disapproved) your on-site system design as of February 27, 1998 (date) with die following comments: ^ guest house requires a conditional use permit before the City would allow such a structure to be connected to the septic system. The septic system must be replaced in conjunction with the remodeling project as additional bedrooms will be Installed. 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 OF.ORON By Stephen , On-site Systems Manager TELEniWE-473-7357 • FAX-47341510