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Home My WebLink About1993-07-12 Septic System Design ReportS-P. TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627 951 Katydid Lane NE • St. Michael, M' ' 176 • (612) 497-3566 July 12, 1993 Jim Pfleider 511 North Ferndale Rd. Orono, Henn. Co., MN This Or -Fite Sewage Treatment System is Designed for a Type 1 foils bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. This Design is Revised ,from the plan dated December 21, 1992. A new site has been Designed & will reed to be surveyed 6 approved to meet the City of Orono's requirments. The soils on this site are SCS soils mapped - HcB2 - Hayden clay loam. A seasonally high water table was located at 36" to 40" (mottled soil). Due to the seasonally high water table, a Pressurized Mound System will need to be installed. 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 percolation rate averaging 11.3 min/inch. A pumping chamber will need to be installed to lift the effluent to the treatment area. 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 riot to over work. The power supply and switches must he 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. This site has an existing failing system with a seepage bed surface discharging. The existing system is located off of the property. The existing tanks may be used upon approval by the local Inspector. CONT'D Jim Pfleider 511 North Ferndale Rd. Orono (2) 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. 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. Note: approval will be needed for 50' setback from existing well, city requires a 75' setback. ven B. Schirmers p.S SBS/ds rm ;��` ► � j U � 'R fmg I`� o Jd v c - 0 Rh 0 o 2 X 3: . . !.-Y C7� A�W N m mmrnm r rrrr •,, 0 r- co ci r A 0 z Lo Q 3. to I 1 T A: § � �� 6 1- s 3. N rrn a) a• .. N �v air r a a O C. 17� A - O _Q a N y D r r�xr o i 0rm ? =2== onr� ran ••�•a'�'• O CT 1� WNJ � J AL mrnrnrn z t v ., 32 -z iLgr MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated moo_ gpd (see pages D-7 or I-3, 4, 5) or measured -- gpd x 1.5 = B. SEPTIC TANK LIQUID VOLUMES a, - / 0o 0 gallons (see pages C-3 or C-5) C. SOILS (refer to site evaluation) 1. Depth to restricting layer = `�-� i inches 2. Depth of percolation tests = I inches 3. Percolation rate 1 1 ., mpi 4. Land slope H % c 11 D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: Daily Flow x 0.83 = C gpd x 0.83 sq. ft. / gpd = yci v. sq. f t. l 1 2. Select width of rock layer (10 feet or less) = 1 ft. 3. Length of rock layer = Area + Width = �, 4'? sq. ft. + 10 ft. = S 5' ft. E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock; sq. ft. x 1. i ft. = -0 Ll cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; 9n,4 cu. ft. + 27 = �, I cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; cu. yd. x 1.4 ton/cu. yd. = 3tj- tons. F. ADSORPTION WIDTH LL4Y' LG►a yv1 1. Percolation rate in top 12 inches of soil is 11,3 mpi 2. Select allowable soil load' n� rate from table on page E-; 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 olt page E-16. 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; ,;;.L7x) 0 ft=;.b?ft Estimated Sewase Mwa in Ga'iuna per day (tom lliwnbcr of Type 1 Type II Type III Type Iledrooms I V 2 300 225 ISO 3 450 3W 218 aoa 4 600 375 256 • 5 1 750 450 294 M 6 1900 525 332 Tr L 7 I050 600 370 m S 1200 673 408 ..Iona Scr4k Took Clpm it&M 1a 8.0-6 YaaYar o2 M.nnws Lprd l.yud c.p.c ey uaa Ikiaan. cw-wy w640 daV064 2 a ka 730 1123 ) w 4 1010 Ism 4 w 4 1 SW 2230 7.8 at 9 Me X100 Rock Bed dth MOM 1--- Length Absorylion Width SkInglbbk Parwok n Rate in Minute. per Inch (Mpl) Soil Textwo Cali" per day per +Ware fat Ratio of Abaorpion -ithh in Rock Dyer Width Fa•ta ow 0.1 • corm St.d -. 0.1105 Saad 1.20 1.00 0,to S - Fine Sand • • 060 1W 6 to 15 Sandy lam 0.79 1.37 16 to 30 tam 0.60 2.t10 311043 SIN Law" 0.30 2.41) :6 w 60 CI.111At4to_ L0.4S_ 2.67 60 to 120 Clay 0.24 5.00 Slowv than Clay •.... 1?0••• 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: 'a \, 1 ft - )y ft = 1 '7_ feet 2. Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation , o feet LL' % '1 ,, b. Multiply rock layer width by landslope to determine drop in elevation; Slope Difference S ►1 �-� 16...d y x �_% -1-100 feet �>`a ��+•-- c. Add depth of clean sand depth of clean sand for 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; I . U ft + 1 ft + 1 ft = ? u 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: 7. �) x = l) feet f. Add the depth of slope difference (2b) to the upslope height to get the downslope height + = feet Enter table on page bottom with landslope and downslope dike ratio. Select dike multiplier of Multiply dike multiplier by downslope mound height to get downslope dike width: x = feet Compare the values of step G.1 and Step G.2.h. Select the greater of the two values as the downslope dike width: 17 feet Total mound width is the sum of upslope dike width plus rock layer width plus downslope dike width; 12 ft + )L ft + (; ft = �Lfeet upa. Total mound length is the sum of upslope dike width plus rock layer length plus upslope dike width; II f t + _r, 7_ft+I_ft= (feet �.c T_A £ILtt,- 1r-----1 au unsv+ _Zl,p 3.1 4.1 Downslope SA 61 71 31 6.1 1 41 7-1 bl % Jopr 0 30 ♦0 s0 60 70 30 40 5.0 60 70 s0 1 300 6.17 526 63A 7i3 291 3V 676 5" 6S4 741 2 3 19 6.1.s 536 692 6 16 2 s1 170 4 SI S 36 414 690 330 341 - L" 1 , jib 531/ 6 2S 7.32 7" b 16 i 72 2 15 266 _ • 157 3 lS 435 6 17 Sol 4114 S.N S FA6 6 6S 06 S 3S3 Sim 667 657 1077 21.1 3.11 600 �Q SI• S71 6 366 S26 716 v36 12117 24 123 as s : U IU 341 7 3 AO 536 760 1 U36 1373 2 u 3 12 1 70 23 470 S 13 A 34VS S Y 133 1134 1; 91 2.42 3 03 157 4 US 440 i y 1 11 62S 901 1306 1A92 236 1% 343 3P0 430 663 10 619 667 IOD I500 2333 231 106 333 371 C12 6.M 11 {Y 7.16 1111 1715 3041 2.26 275 323 361 395 426 12 ♦ 661 7 N 1230 21 4! 43 %5 2 21 170 3 12 3 49 3 10 401 i 1l 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. -2ft.= ft. d. Determine the number of spaces between perforations. Length perf. spacing: s ft. +- ft. ='7spaces e. spaces + 1 - perforations/lateral f. Multiply perforations per lateral by number of laterals to get total number of perforations. tom. x Via= perforations. g. x N;;7-W- _� gpm_ SELECTED PUMP CAPACITY a gpm B. Determine head requirements - NI. Elevation difference between pump and point of discharge. �L.I feet 2. If 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 = D . (,0 ft./100 ft of pipe b. Determine total pipe length from pump to discharge point. Add 25 percent to pipe length for fitting toss, or use a fitting loss chart. Equivalent pipe length -1.25 times pipe length = '!1 9_ x 1.25 = _ 1_1 !7_ feet c. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivalent pipe length. Total friction loss - I ► !I x 2,6�j_+100 = - I feet 4. Total head required is the sum of elevation difference, special head requirements, and total friction loss. + + 111 (2) (30 TOTAL HEAD 2_ feet C. Pump selection A- A pump must be selected to deliver at least =1 gpm (Step A) with at least a�2 feet of total head (Step B). ETD PERFORATWN OF A PERFORATED LATERAL Qr . c«r Tyra �•L M p.MwBb FiK Irtw.• LawL� fw lafw -: �i.,w � w w rn. cwwM wM �=ri hft t40 irur16P Nriw �ws Y LftW 92' 4 Ed" �Pwle.Mwr LAW" of Clem $wr Lp. ON%= d L.Iww TABLE OF PERFORATION DISCHARGES W GPM Head PeLforation diam thxhrs) •/, 1/' I Aa 036 0.74 13 OA9 0.90 2.0b OEO 1.01 2S 0E9 1.17 3.0 0.98 12s 40 1.13 1.47 SA 1.26 IAS aUaa 1.0 foot d head for twidn*W $Yuen,& War 2.0 teat of head for otbw sobblidw"b Pipe Latglh Pobtt of Discharge EleveLim DiSerc= I F-lib 1.5 inch 2.0 inch 3.0 inch am tiriafar bm PW 140 a of pip 10 0.69 0.20 12 0.96 0.2E 14 1.2E 0.38 16 1.63 0.4E is 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 3.2E 0.43 50 3.99 0.58 55 4.76 0.70 60 3.60 0.92 CE,RTIPICATION J UU62/ IL :; o Soil Borint45 Location or Project Jim Flighter, 511 No.Ferndale Rd., Orono Borings made by :;-P jesting, Inc. Steve Schirmers - Date 12-15-92 Classifiction Sy3tem: AASHO USDA-SCS X—; Unified ; Other Auger used (check two): Hand_X or Power , Flight , or Bucket Depth, Boring number 1 Depth, Boring number in in feet Surface elevation 95.5 feet Surface elevation 0 - ----- - ---- -- 0 - --- 2 - Topsoil dark brown loam 0 - 10" Gray brown loam 10" - 1'4" Brown clay loam 1'4" - 1'10"-MOTTLED 1'10" Rusty olive brown clay loam 3 - 1'10" - 3'2" Rusty olive brown sandy loam 4 - 3'2" - 4'2" Rusty olive brown loam 5 - 482" - 5 6 - 7 - 8 - End of boring at 5s feet. Standing water table: present at feet of depth, hours after boring. Not present in hole x Mottled soil: Observed at 1'10" feet of depth. Not present in hole Comments: 1 - X Topsoil dark brown loam 10"- 1'4" 2 - Brown clay loam 1'4" - 2-1/2'- 3 - 4 - 5 - 6 - 7 - 2-1/2' Rusty olive brown clay loam 2-1/2' - 3'8" Rusty olive brown sandy loam 318" - 4-1/2' Rusty olive brown loam 4-1/2' - 5' End of boring at S+ feet. Standing water table: present at feet of depth, hours altvr boring. Not present in hole X Mottled soil: Observed at 2-1/2' feet of depth. Not present in hole Comments: L-13 CERTIF-iCATIOij 4 00627 l.oI; of Sc:1_ Borings Location or Project Jim Flighter, 511 No.Ferndale Rd., Orono Borings made by -3-P Testing, Inc. Steve Schirmers Date 12-15-92 Classifiction System: AASHO USDA-SCS X Unified ; Other A;:ger used (check two): hand X or Power Flight , or Bucket X Depth, in feet J - 2 - 3 - 4 - 5 - 7 - End of boring at 5' feet. Standing water table: present at feet of depth, hours after borinq. Not present in hole X Mottled soil: Observed at 1'10" feet of depth. Not present in hole Comments: End of boring at feet. Standing water table: present at feet of depth, hours after boring. Not present in hole Mottled soil: Observed at feet of depth. riot present in hole Comments: L-1.3 CERTIFI('ATION 4 00627 lf Soil 13orinq5 Location or Project Jim Pfleider: 511 North Ferndale Rd., Orono Borings made by S-P Testing, Inc. Steve Schirmers Date 6-29-93 Classifiction System: AASNO USDA-SCS X Unified Other Auger used (check two): hand X or Power Flight , or Bucket X Depth, Boring number Depth, Boring number s in in feet Surface elevation 4.)9 feet Surface elevation GC) Topsoil dark brown loam Topsoil dark brown loam 0 - 10" 0 - 10" Brown loam Brown loam 1 1 - 10" - 118" 10" - 1-1/2' Brown clay loam 2 2 - Brown loam to clay loam 3 _ 1'8" - 3' 3 _ 1-1/2' - 3'-MOTTLED 3' oYoam 3' - 3'4"-MOTTLED 304" Rusty 3' - 3'4" tg'?fld�ofoam san Rusty 304"- 398" broYRagandy 4 _ Rusty olive brown 4 - Rusty brown clay loam loam 318" - 418" 3'4" 5' Rusty 4'8" - 5' ISRWMP 9SAX 5 - 5 - 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 5' feet. Standing water table: present at feet of depth, hours after boring. Not present in hole X Mottled soil: Observed at 3141' feet of depth. Not present in hole Comments: End of boring at 5' feet. Standing water table: present at feet of depth, hours after boring. Not present in hole X Mottled soil: Observed at V feet of depth. Not present in hole Comments: L-1.3 CERTIVICATION 4 OU627 1,oqs of Soil Borings Location or Project T m P 1 id- . 511 North Ferndale Rd., Orono Borings made by S-P i.estxng,_Inc. Steve Schirmers Date 6-29-93 Classifiction System: AASHU USDA-SCS X Unified Other Auger used (check two): band X or Power Flight , or Bucket X Depth, Boring number 6 Depth, Boring number 7 in feet Surface elevation P� 1 in feet Surface elevation `�L cl 0 Topsoil dark brown loam Topsoil dark brown loam 0 - 10" 0 - 8" 1 1 Brown clay loam 10"- 1'8" Brown loam 2 - Brown loam 2 - 3 - 1'8" - 3'2"-MOTTLED 3' 2* 3 - 8" - 3'-MOTTLED 3' Rusty olive brown Rusty olive brown sandy loam fine sandy silty loam 3' - 4' 4 - 312" - 4'2" 4 - Rusty olive brown Rusty olive brown silty loam to loam fine sandy loam 5 - 4'2" - 5' 5 - 4' _ 51 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 5' feet. Standing water table: present at feet of depth, hours after boring. Not present in hole X Mottled soil: Observed at 3'2" feet of depth. Not present in hole Comments: End of boring at 5' feet. Standing water table: present at feet of depth, hours after boring. Not present in hole X Mottled soil: Observed at 3' Not present in hole Comments: feet of depth. CERT.#00627 PERCOLATION TEST DATA SHEET Percolation test readings made by S—P Testing, Inc. on 12-16-92 startingai 9 : 2 8 Test hole location— 511 No. Fernda le Rd. Hole numher 1 Date hole %kas prepared 12-15- 92 Depth of hole bottom 12 inches. Diameter of hole 6 inches Soil data from test hole: Depth, inches Soilte\ture 0 — 10" 10" — 12" Topsoil dark brown loam Gray brown loam Method of scratching sidewall Knife 2 Depth of gravel in bottom of hole inches 12-15-92 3:00�m 12 Dale and hour of initial water filling . Depth o mtial water filling inches above hole bottom Method used to maintain at least 12 inches of %kater depth in hole for at least 4 hours_ Automatic siphon 6 Maximum water depth above hole bottom during to hes Time Time interval, minutes .'Measurement, inches Drop in water level. inches Percolation rate, minutes per inch Remarks 9:15 prefi11 6 9 : 2 8 9 : 5 8 112-3/8 12.6 30 min 10:03 10:33 of2-1/4 13.3 10:34 11:04 2-1/4 13.3 " Percolation rate -- _ 13. 1 minute% per inch CERT.#00627 PERCOLATION TEST DATA SHEET 12-16-92 9:29 Inc. Percolation test readings made by S—P Testing,on starting at 511 No.Ferndale Rd. 2 12-15-92 Test hole location , Hole number Date hole was prepared__ Depth of hole bottom 12 inches, Diameter of hole 6 inches Soil data from test hole: Depth, inches Soil texture 0 — 10" 10"— 12" Method of scratching sidewal 1(�rgoil dark brown loam Gr, y brown loam Depth of gravel in bottom of hole 2 inches 12-15-92 3:00pm 12 Date and hour of initial water filling 11 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 A» tpma * i c- -, i phnn , Maximum water depth above hole bottom during test 6 inches Time Time interval, minutes Meas,tremcnt, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 9: 9 " N N 10.0 N N Percolation rate = 9.9 *+inutes per inch. CERT.#00627 PERCOLATION TEST DATA SHEET r. m Percolation test readings made by S—P TPst i nq, Tne - on 12-16-92 .taming at 9 : 30 p.m. Test hole location_ 511 No .Ferndale Rd. [tole numher_ 3 Date hole wa% prepared 12-15-92 Depth of hole bottom 12 inches. Diameter of hole 6 inches Soil data from test hole: Depth, inches 0 - 10" 10"- 12" Method of scratching sidewall Knife Soil texture Topsoil dark brown loam Gray brown loam Depth of gravel in bottom of hole 2 inches Date and hour of initial water filling 12-15- 92 D�� POO �Rtial water filling 12 inches above hole bottom Method used to maintain at lea:.t 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 9:15 pre fi11 6 9:30 10:00 4-7/8 6.2 30 min 10:01 10:31 4-5/8 6.5 " 10:36 11:06 4-7/16 6.8 Percolation rate = - 6.5 minute% per inch. CERT.#00627 PERCOLATION TEST DATA SHEET Percolation test readings made by S—P Testing, Inc. on 6-30-93 starting at 1: 15 Test hole location511 North Ferndale Rd.Hole number DateDate hole was prepared 6-29-9 3 Depth of hole bottom 12 inches. Diameter of hole 6 inches Soil data from test hole: Depth. inches 10" — 12" Method of scratching sidewall K n i f e Brown loam Soil texture Depth of gravel in bottom of hole 2 inches Date and hour of initial water filling 6— 2 9 —9 3 Jpth of initial water filling 12 inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon 6 Maximum water depth above hole bottom during test inches ime Time interval, minutes Measurement. inches Drop in water level, inches Percolation rate, minutes per inch Remarks 1:05 prefil1 6 1:15 1:45 5-1/2 5.5 30 min 1:50 2:20 5-3/8 5.6 " 2:21 2 : 5 1 5-1/4 5.7 " Percolation rate = 5.6 minuses per inch. CERT.#00627 PERCOLATION TEST DATA SHEET a. m. Percolation test readings madeb�. S—P Testing, Inc. on 6-30-93 starting at 1:16 ' J_N Test hole location 511 North Ferndale Rd. Hole number 5 Date hole was prepared 6-29-93 Depth of hole bottom 12 inches, Diameter of hole 6 inches Soil data from test hole: Depth, inches 0 - 10" 10" - 12" Soil texture Topsoil dark brown loam Brown loam Method of scratching sidewall Knife 2 Depth of gravel in bottom of hole inches pp Date and hour of initial water filling 6— 29 — 9 3 Qepth oPtnitial water filling 12 inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic s iphon 5 Maximum water depth above hole bottom during test inches ime Time interval, minutes Measurement. inches Drop in water level, inches Percolation rate, minutes per inch Remarks 1. 05 11 11 N9-97 N /1 N N Percolation rate = 9 .9 minutes per inch. CERT.#00627 PERCOLATION TEST DATA SHEET a.m. Percolation test readings made by S v Tact i rnn Tne on 6-3j0 93 starting at 1. 17 Test hole location 511 North Ferndale Rd. Hole number 6 Date hole was prepared 6 — 2 9 — 9 3 Depth of hole bottom 12 inches. Diameter of hole 6 inches Soil data from test hole: Depth, inches 0 — 10" 10" — 12" Soil texture Topsoil dark brown loam Brown clay loam Method of scratching sidewall Knife te Depth of gravel in bottom of hole 2 inches 6-29-93 1:OOpm 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 ime Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 1:05 pre f111 6 1:17 1:47 1-5/8 18.5 30 min 1:48 2:18 It 2:23 2:53 ItIt IS Percolation rate = 18 - 5 minutes per inch. -.1 SANDY LOAM SOIL--� A IROF 6EOT XTILE O 1... PIPE ROM PUMP• !! I • CLEAN2 BOCK 6' TOPSOILS 0 S Nd FILL SOD BROkEN Y UP ^A� PERFORATED LATERALS ` of /• i / DIVERSION FOR l SURFACE WATER r Al 9AAAERR �41r� ER LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE PERFORATIONS SPACED 36' ENO ON CENTER PfRFOITATION SIZE MAY BE i,•. /3 VIEW OR '/r \a- PERFORATIONS ON BOTTOM Of 10, PLASTIC PIPE LEND CAP a0. AL ��ffo Rd Eo Of lfN�1N .�G r>. NON z'MANIroLD \f PIPE �(A`TERNATE LOCATION Of PIPE FROM PuMvl 2' PIPE FROM PUMPING CHAMBER LOAMY SAND CAP LAYER OF GE4LE FABRIPERFORATE`) LATERAL GRASS CTOPSOILS :LEAN SAND FI MAXIMUM SLOP 3 TO I EAN ROCK TOPSOED OR 1,r 2' INCH S SURFACE uesolL CROSS SECTION A - A -- PIPE FROM PUMPING CHAMKR Y 'PERFORATED- - LATERALS BED AREA � � --0� Z m_ — — " I j z 2Q_ I INCHE-f-W� -i� 0 — � � DIKE--^-_-JO FEET_,_I_OIKE TOTAL WIDTH --- ENO PERFORATION OF A PERFORATED LATERAL Gey CAP 'rrlwr • • LIIiq Sew IIw of �INlrr FrMk h►�- �� Niter G«r� 11MkMl�llF �j�• t Y Level If• 10 IrM 1 Ib N '.. Low -PM Itow wa LIMN 11 CNre fond LIIIr Mnas M Lateral ww IP�� Tlw 1T ial.Nwr r-K WATER TIGHT Q LOCKABLE ELECTRIC BOX--,,, PLUGS OR ELECTRIC CONNECTIONS - `- 2' PVC CONDUIT SCHEDULE BO G•0 ACE MANHOLE COVER CHAINED 9 LOCKED SEALED MANHOLE RINGS -- � j_ SEALED TANK COVER - PLASTIC ROPE OR CHAIN WITH ANCHOR - --�� ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT -- STgRT_ (.EVEL 9 _ — _ 3" SHUT-QFF__Q_ __ PUMP CONTROL FLOAT ,,,,- TREATED POST (4 x 4 min) SINS DE CTRIC CONNECTIONS MADE / OX LOOP OF POWER CORD FOR / SETTLEMENT r" AT LEAST 12' r..l;',* ` BELOW GRADE _ WIRE FROM POWER SUPPLY pPIIPME IS5 LAID ON A UNIFORM SLOPE FROM FOR PROPER �RAINBACK IL TREATMENT AREA �- IF PIPE AT TANK MUST BE LOWER THAN UNION TO GET ELEVATION FOR DRAINBACK. A 1/4 INCH WEEP HOLE MUST DE USED — WEEP HOLE NOTES ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BUi MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RIIN THROUGH CONDUIT WIRES CANNOT HAVE GROUND CONTACT. METAL COVER I i I 1 � I - I CONCRETE MANHOLE '•' RING METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figurc C-14 Figurc F-u cv E s INLETt', OUTLET y t v;=•;OilTLET I EVEI. : `t _ .. _SCtAA CLEAR SP1YCE— -� T CLEAN OUT TANK WHEN: T X IS 3' OR LESS OR '9' IS 12' OR LESS M.*CK COLOR SLUDGE ,i DIST ES SLUDGE LWJ R FROM LIQUID lw MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK