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HomeMy WebLinkAboutseptic design - 1992 S-P- TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566 July 14, 1992 Jim Lawrence 1550 Co.Rd.6, lot 2 Orono, Henn. Co. , MN This On-Site Sewage Treatment System is Designed for a Type 1, five bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The soils on this site are SCS soils mapped - HbB - Hayden loam. A seasonally high water table was located at 12" to 24", (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 8.5 min/inch and are adequate for treating septic effluent. 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 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. All neighboring wells are located greater than 100' away from the proposed treatment area. CONT'D Jim Lawrence 1550 Co.Rd.6, lot 2 Orono (2) 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. Additives must not be used, they may cause harmful damage to your septic system. Recommend to pump your tank every year if you have 1 tank & every 2 years if there are 2 tanks. Steven B. Schirmers bs SBS/ds r - ' � `� - - fur__ N�Av�{_ 't%Q�\'P�'�'1' o�•� o� � z1- J4-'t%•'�'fir- 40)•-�s'�4��C1 o t-1 . a . p.1t•h4taP . e6 4 . ,cl$p•1 L�g.o�..�a i 5 r t-1 U7 0�'tL•1ti`� X0 �(61✓1 7 'f 1�0�`1L w r44r I S Percolation Tests Scale:J coo XSoil Borings • �.. 1 +e� �, ` ®Bent. Mork Note: Ttis system is to be constructed to meet the Minnesota Pollution Control Agency 9i•�+ 1 ; "` L2 Pre- Chapter 7060 & Local Ordinance ;- -� Check all underground utilities PROPERTY OF: I, '0 OV-ouo M0 Geo S-P TESTING INC. Designed By--"7Date*. 1Z/9, PH.642-497-3566 -Z \c�� _ M %A' r o� $.v SET- BACKS 1 9 HOUSE System must be: w•�1t' t�t • Tank 22: from property lines k h t•a �•x3 S L_ w oT� u 2;f from wells w>}\..�-oLa-� - a� from Bldgs. �,•� • ' Treatment area = from lakes, 2�c streams Treatment area �. from property lines NOTE:Power-supply and switches must be located in a MaN140i.4s 0"n ��" from wells weather Proof enclosure outside the pumping chamber and manhole BAGrFitL :1:from bldgs. .42 from trees SOIL BORING ELEVATIONS min. TH•81 EL. 'k4*'io 203-s clip su t i e TH. 2 EL.— `� Tankgrade % 14 _Drop to Tank Tank PRESSE DISTRIBUTION MOUND SYSTEM TH"3 TH,"4�L L:2.►J'••4 4 � -22� Min.I"to 8' Pumping TH6 5 EL-=_23 Max.h'to4' ' � P T�Au�GS S1�lA`.�.oksJ Chamber ELEVATION at PROPOSED PUMPING 2k� _u�.•-4-'F 4S"�•O 4'10�to 6��dia.pipe CHAMBER-_ -�p'PR•e��•'w'P ��:C3�-1�-4�r.S SYSTEM DESIGN -MOUND mow �`uo g - `t c.3 S TYPE-::::V-- -6-' BEDROOM , Average pendation rate Min./inch (design•83 sq.ft treatment area Per gal.of dai ysewageflow) _ gd./day x.83sq ft/gd.Sa-13 sq.ft.of treatment area +10%=_(v_4 sq.ft. (= 10ft.width=.Lw�ft.lenglh of bed area+side slope run oto I xl_,�height y..1_H.x 10 2 ft.lown•area needed) Clean rock needed- L.5:i1.sq.ft.treotment area x L-,e depth of rock 0) S?cu.ft+2T=_.2-cuyds(3/4'to 2 W'dip. ,includes 2!'of rock above pipe) _ Clean sand fill below rock needed L0 cu.yds. approx. sandy loom back fill a ek a yds.approx., topsoil 6" S3 W.yd. A uc• _—Qrk M'0 IQ Sv-Ina !•�' Number of tanksC'i!✓��ila 'Co A00 ?.pia 'C� 'r''eesot�Foy \�Fc-��,.w����_�J'a1_ Gu Ko.�'Ck.� required-2- , Ist tank gal. ,2nd tank ZQ00 gal.minimums Ru s P►a►•n v%)j L. e__V;AVC1a1 Pumping chamber capacity- 25% of daily sewage flow of 0A got.= 5 gal.+reserve storage of 15 Og^I/B `Zv gal.+pipe bock droboge— PROPERTY OF: :::�l i4 1 _N\VV-1� -9!- of 14 gal./100 M.ft of--a,-r dip. supply pipe, linft..needed 13 0 .3.1_gal.4 manifold IV gd./IOOlnft of 'QL*dia.pipe,fn.ftneeded ,�_gal. _ I S40 LO, \_cam ;L total capacity neededR 1 1 gal.(plus area for pump) LA-,r- rr\ 011r_oun M t_l . ►4TFt Q,t.1 e 410- Distribution pipe u.L�?` a. ,.Z`_ZV lh ft,3�2:dia. perforations 2 . apart Pump size: I�hp. (pumpable copocity slk I got.4cydes/doy) �•0 3�,' H e Sao �e mss _��c_1�1 s fu•G- i gJa.l 1 >M, _ S-P TEST/NGi Note: When constructing bed , this area should be shaped Note. Distance from treatment area to neighboring wells-- ( Designed B to divert run-off from entering treatment area. �� 100/ g Y• PH, 6(2.497-3566 Dote:2/L1/ , MOUND DESIGN WORKSHEET (For Flowrup to 1200 gpd) A. FLOW ea1"„00d SCWW FIM In GORMS Pff&Y Estimated 1-,�-b gpd(seepages D-7 or I-3,4,5) rn a (OPQ T or measured gpd x 1.5 = Of TMr TMn Tm n T99 eaa0=. 13. SEPTIC TANK LIQUID VOLUMES 3 50 ZtS 3300 2u 4 600 375 256 dd e J-�a�c7 -�Dev gallons'(see pages C-3 or C-5) 294 In 6 9700 Su 3332 Tr L 7 1050 600 370 = C. SOILS(refer to site evaluation) s 1200 675 409 .._. 1. Depth to restricting layer= � �s o -xy " inches ''" TW*C''""'" b @e% ' N=bwet bft, t.q.�r ugrWe.p.e1'.w 2. Depth of percolation tests _ a,, inches SOdnieau a air 4r 3. Percolation rate mpi 23 1 W 11, 4. Land slope 3 °Yo ; ' 3M3 D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: Daily Flow x 0.83= n o gpd x 0.83 sq. ft./gpd = (,aa sq. ft-�►d�°-���+ 2. Select width of rock layer(10 feet or less) 3. Length of rock layer=Area+Width = t.,vLi sq. ft.+ 1p ft. = e,, ft. Rock Bed •r r r.rti.ti. r•r•r•r•r• .r•r•r•r•r • .ti.ti.ti.ti. •ti• ti.ti.ti• r r•s•s r.r=r.r.rN•r•r•�•I•r dth S10 ft. Kry�y;;}ti;�;,rtir�rti}tirtir;stir E. ROCK VOLUME •r r•r•r• •r•r•r•r• •]'•r.r.r•r F-- Length 1. Multiply rock area by rock depth to get cubic feet of rock; Lam{sq. ft. x I.o5 ft. = r-)vw cu. ft. 2. Divide cu. ft.by 27 cu. ft./cu. yd. to got cubic yards; .cu. ft. +27= cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; -2a cu. yd.x 1.4 ton/cu. yd. = &,K tons. F. ADSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is mpi Absorption width Sldng Tobit1 Wan X61100f 2. Select allowable soil loading rate from table on page E-; in sd1'loon 10 L4,< gpd/fF wid►w 3. Calculate adsorption width ratio by dividing rock layer ttaw*wa1 a anus." .-- W w s sww 1.20 1100 loading rate of 1.20 gpd/f t2 by allowable soil loading rate; 0.100300 iMe s.sd M a60 2110 1.20 gpd/ft2+ .`- gpd/ft2= ;Jo D 130130 s "°1i:: " aW LM 31w45 air LIMM 0.10 2.40 Check this value on page E-16. b o " .,`°M OAS 2A7 SM 4. Multiply adsorption width ratio by rock layer width to get s ;;" any -- -- required adsorption width; 2.-4-x Z 0 ft= a c.. ft G. DOWNSLOPE DIKE WIDTH 1.' If laridslope is 3% or more,subtract rock layer width from , -adsorption width to obtain minimum downslope dike toe for absorption: A(,.2 ft-eft= feet 2. Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation a•0 feet b. Multiply rock layer width by landslope to determine drop in elevation;Slope Difference 10 x -2-%+ 100= •3 feet ..,. ..t. 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; 9..0 ft+ 1 ft+ 1 ft= H-0 feet d. Enter table on page bottom with landslope and upslope 3.0 w•-s< dike ratio. Select dike multiplier of 3 .S,) . 3 .© y- 3.5') e. Multiply dike multiplier by upslope mound height to get upslope dike width: 4.D x 342 =_,j_�_feet f. Add the depth of slope difference(2b) to the upslope height to get the downslope height ti,o + - Z_-- L4 Q feet g. Enter table on page bottom with landslope and downslope dike ratio. Select dike multiplier of L4.<4 . h. Multiply dike multiplier by downslope mound height to get downslope dike width: L4'3 x-4,,-5q =3u feet L 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, feet :::::r:.:tit:st:tit:::::: :•u tit.w.:t ::t•::•::�:_::,u•.t. Total mound width is the sum of upslope dike �aiWIAM ;. a waw- - .{.{•. : :•:y.:�.•»:Y:Y:••�Y SY tr«{«{Y•t{..�{«{«{«{«{.'r{«J;t{.;t{:;:'s•?{ width plus nock layer width plus downslope ••t::::t. ,•;t{st{:tt dike width; I `I ft+ 10 ft + ac) ft= Meet u D"WW k. Total mound length is the sum of upslope :•;��::�; �; .t ;,..:�:; � ;:y :j ::,.::• : ;::;;.: dike width plus rock layer length plus '•'•'''''''`''`'' :, r °'""''p' ` " `� 's'' upslope dike widthX. t:::::::�:s.•: ::::r.�. :.:::,r�•j _J-ft +�ft+ i y. ft= feet �.___,.�T eng* Vownslope 3:1 4.1 &11 &1 7:1 3:1 4:1 S:1 Ope dd 7:1 81 0 3A 4A SA 60 7.0 &0 4.0 5.0 60 7A SA 1 30 4.17 5.26 633 7.51 2.91 3.55 4.76 5.66 654 7A1 2 3.19 US536 6.62 5.14 2.63 434 5.36 614 6.90 _3__._. 330____jC:VV _.SA_ 7.32 L" 273 4.35 & S.79 6AS 4 3A1 476 6.257A9 M. UA 54_ 4.17 4. 5.46 6.06 S 333 5.00 667 5.57 10.77 261 333 4.00 4.62 S.19 5.71 6 3A6 5.26 7.14 9.35 12.07 234 3.23 US 4.41 493 SAI 7 3A0 536 7.0 1034 13.73 245 3.12 3.70 4.23 4.705.13 i 5 3.95 SAS 533 1134 IS." 242 303 337 4.05 4.n 4A5 9 4.11 6.75 9.09 13.04 1692 236 2.94 145 3.90 430 4A6 � 10 429 667 10.0 ISM 2333 231 2.56 3.33 3.75 4.12 4A4 11 4A5 7.14 11.11 17AS 30A3 226 275 3.73 3.61 3.95 416 12 4.59 7A9 1230 21A3 43.75 221 270 3.12 3.49 3.50 4.09 PUMP SELECTION PROCEDURE A. Determine pump capacity.- Gravity Distribution 00 POWOWM OF a PERFORATO LATOM 1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of aw.ew water use rate. ffL Two 2. Maximum suggested for delivery to a drop box of a home system is 2,700 ►'"' of OaNwIM IR ta.• gallons per hour(45 gpm)to prevent build-up of pressure in drop box. sew ur.. •^`�".,.,«�.,. «..« h►IW too are IMYMeeN� Pressure Distribution �"' MW 3. a. Select number of perforated laterals. � '�• "'Low Ora a• .�a.a Ln« b. Select perforation spacing=�_ft. ;;` Pwrww*"Lnn e M �r. : Mlw.N wa.« C. Subtsra�2 ft.from the rock layer length. �;;,.:, caw�+�« d. Determine the number of spaces between perforations. Length perf.spacing= L ft.+�ft._� spaces TAe►B oP PeRt+o�►�r M tOulecea w cast e. �spaces+1= P per Fos f. Multiply perforations per lateral by number of laterals to Hmd Pafctatbe di moW Om4m) SW total n /" 14aumber of perforations. ' x �_ L perforations. ' ".�G"' lAA ' 036 0.74 8• W;;57x _. $P� ]2.A0b oo eo i o 2.3 Os9 137 TED PUMP CAPACITY m 3A o.9s 1.28 SELEC -�`�-8P 4.0 1.13 1 a7 SA 1.26 IAS B.Determine head requirements: avec]A foot of Bead �eaidentW /--",J. Elevation difference between pump and point of discharge, Mae 2A fed of had for COW abb its Z� I feet 2. If pumping to a pressure distribution system,add five feet for pressure required at manifold feet 3. Friction loss Pipe Lmo a. Enter friction loss table with gpm and pipe diameter. PointoFDImhwV Read friction loss in feet per 100 feet from table. 9 F.L.= a, �a ft./100 ft of pipeElevadon Difference b. Determine total pipe length from pump to discharge EIZOM1111111P gs� point. Add 25 percent to pipe length for fitting loss,or use a fitting loss chart. Equivalent pipe _P-18b length-1.25 times pipe length= l 7 D x 1.25=�Z 1.5 inch 2A inch �inch feet PM PMaloe taw per tao a d c. Calculate total friction loss by multiplying friction loss in R/100 ft by equivalent pipe length. 12 0.96 20 96 0. Total friction loss= a.to x a -A +,100=_gi feet 14 1.28 0.38 4. Total head required is the sum of elevation difference, 16 1.63 0.48 irements,and total friction loss. 18 2.03 0.60 special had requirements, 20 2.47 0.73 0.11 25 3.73 1.11 0.16 + ti +_�_ 30 5.23 13S 0.23 (1) (2) (3c1 35 7.90 2.06 0.30 40 11.07 2.64 0.39 45 14.73 3.28 0.48 TOTAL HEAD _het SO 3.99 O.S8 55 4.76 0.70 60 5.60 0.82 '--�,C. Pump selection 1. A pump must be selected to deliver at least gpm (Step.A) with at least za- ,•feet of total head(Step B). L-13 CERTIFICATION # 00627 Logs of Soil Borings Location or Project Jim Lawrence, 1550 Co.Rd. 6, •Lot2, Orono Borings made by S-P Testinq, Inc. Steve Schirmers Date ,7-10-92 Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other Auger used (check two) : ' Hand X , or Power , Flight , or Bucket X Depth, Boring number Depth*, Boring number 2 in in feet Surface elevation 91.8 feet Surface elevation 91.0 0 Topsoil dark brown loam 0 Topsoil dark brown loam 0 - 8" 0 - 8" 1 - Brown clay loam 1 Brown clay loam 8" - 118"-MOTTLED 118 2 Rusty olive brown 2 _ 8" - 21 -MOTTLED 2' clay loam Rusty olive brown clay loam 118" - 2-1/2 ' 2' - 2-1/2 ' Rusty olive gray loam 3 3 - 2-1/2' - 312" Rusty olive gray loam Rusty olive brown 4 - 4 - loam 5 - 2-1/2' - 5 ' 5 - 312" - 5 ' 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 5 ' feet. End of boring at 5feet. Standing water table: Standing water table: present at feet of depth, present .at 4 ' 3" feet of depth, hours after boring. 16 hours after boring. Not present in hole X Not present in hole Mottled soil : Mottled soil : Observed at18feet of depthObserved at 2 ' feet of depth. . Not present in hole Not present in hole Comments : Comments: • L-13 CEk'r1FICATION # 00627 Logs of Soil Borings Location or Project Jim Lawrence, 1550 Co.Rd. 6,Lot2,Orono Borings made by S-P Testing, Inc. Steve Schirmers Date. 7-10-92 Classifiction System: AASHO USDA-SCS X Unified Other Auger used (check two) : Hand X , or Power , Flight , or Bucket X Depth, Boring number 14 Depth, Boring number 4 in in feet Surface elevation 90.0 feet Surface elevation 88.6 0 0 - Topsoil dark brown Topsoil dark brown loam loam 0 - 10" 0 - 1' -MOTTLED 1' l - Gray loam 1 - Dark 10" - 1' 2" grf9am 1' - 1-1/2' Gray brown clay loam 2 Rusty gray clay loam 2 112" - 21-MOTTLED 2' - - 1-1/2' - 214" Rusty gray brown Rusty gray coarse sandy clay loam 3 - 214" - 3 ' 2" clay loam 3 21 - 3 ' 2" - ,Rusty olive brown Rusty olive brown loam w/layers of loam 4 - sandy loam 4 312" - 414" Rusty gray silty loam 5 - 312" - 51 5 - 414" _ 5 ' 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 5 ' feet. End of boring at 51 feet. Standing water table: Standing water table: present at 41 feet of depth, present at feet of depth, i � hours after boring. hours after boring. Not present in hole Not present in hole x Mottled soil : Mottled soil : Observed atl� feet of depth. Observed at 2 ' feet of depth. Not present in hole Not present in hole Comments: Comments : L-13 CERTIFICATION # 00627 Logs of Soil Borings ' Location or Project Jim Lawrence, 1550 Co.Rd.6, lot 2, Orono Barings made by S-P Testing, Inc. Steve Schirmer's Date .7-10-92 Classifiction System: AASHO USDA-SCS X ; Unified ; Other Auger used (check two) : Hand X or Power Flight or Bucket X Depth, Boring number 5 Depth, Boring number 6 in in feet Surface elevation 88.1 feet Surface elevation M.7 0 0 - Topsoil dark brown Topsoil dark brown loam loam 0 - 11-MOTTLED 1' 0 - 11-MOTTLED 1' 1 - Dark " gray loam 1 - Dark gray loam 1 - 1 4 1' - 1-1/2' Rusty gray brown 2 - clay loam 2 - Rusty dark gray 114" - 214" clay loam strong 3 - 3 _ 1-1/2 ' - 3 ' Rusty gray brown loam Rusty gray loam 4 - 4 - 5 - 2' 411 _ 51 5 - 3 ' _ 51 1 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 5 ' feet. End of boring at 51 feet. Standing water table: Standing water table: present at 3 ' 9" feet of depth, present at 4 ' 3" feet of depth, 16 hours -after boring. 16 hours after boring. Not present in hole Not present in hole Mottled soil : Mottled soil: Observed at1feet of depth. Observed at 1t feet of depth. Not present in hole Not present in hole Comments: Comments: CELT.#00627 PERCOLATION TEST DATA SHEET a.m. i Percolation test readings made by S—P Testing, Inc. o" 7-11-92 starting at 3:10 Test hole location 1550 Co.Rd.#6, 1 of 2 ,Hole number 1 ,Date hole was prepared_7-10-92 of hole bottom 12 inches Diameter of hole 6 inches Depth e , Soil data from test hole: Depth,inches Soil texture I0 — 8" Topsoil dark brown loam 8" — 12" Brown clay loam Method of scratching sidewall Knife 2 Depth of gravel in bottom of hole inches pp 7-10-92 �e'tfi oPin tial water filling 12 inches above hole bottom Date and hour of initial water filling p g 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 r Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level,inches minutes per inch • 2: 54 prefill 6 3 : 10 3: 40 5-1/2 5.5 30 min 3 :41 4: 11 " 5-3/16 5.8 " to 4: 22 4: 52 5 6.0 i I Percolation rate = 5. 8 minutes per,inch. i CrRT. #00627 r PERCOLATION TEST DATA SHEET a.m. Percolation test readings made by s—p Testing, Inn. o" 7-11-92 starting at 3:09 "l Test hole location 1550 Co.Rd.#6, 1 of 2 , 1 Pole number 2 ,Date hole was prepared 7-10-92 Depth of hole bottom 12 inches, Diameter of hole 6 inches Soil data from test hole.: Depth,inches Soil texture 0 — 8" Topsoil dark brown loam 8" — 12" Brown clay loam Method of scratching sidewall Knife 2 Depth of gravel in bottom of hole inches C�1a ,. Date and hour of initial water filling 7-10-12 -brjIl0olin�ial 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 Maximum water depth above hole bottom during test 6 inches Time Percolation Time interval, Measurement, Drop in water' rate, Remarks minutes inches level,inches minutes per inch • 2: 54 prefill 6 . 3 :09 3: 39 to 3-13/16 7.9 30 min 3: 42 4: 12 of 3-3/4 8.0 " of 4: 21 4: 51 " 3-9/16 8.4 " Percolation rate = 8.1 minutes per inch. CERT.#00627 PERCOLATION TEST DATA SHEET a.m. Percolation test readings made by G—p TAct i ng p Tnc_ on 7-1(mn1 9 2 starting at ; ?QR P m Test hole location 1550 Co.Rd.#6,1 o t 2 ,Hole number 3 ,Date hole was prepared 7—10—9 2 I 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 sideway Knife 2 Depth of gravel in bottom of hole inches Date and hour of initial water filling 7-10-92 ,Ups otain tial 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 Maximum water depth above hole bottom during test 6 inches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level,inches minutes per inch • 2: 54 prefill 6 . 3 : 08 3: 38 3-3/8 8.9 30 min 3: 43 4: 13 3-3/16 9.4 " 4: 20 4 :50 3-3/16 9.4 " Percolation rate = 9 .2 minutes per inch. CrP` :100627 r ' PERCOLATION TEST DATA SHEET a Percolation test readings made by s—P TPSt i ng, Inn. on 7-111-92 starting idwe) a p.m. j Test hoh:lot.atiun. 1550 Co.Rd.#6,1of 2 ,1lule number 4 7-10-9 Date hole was prepared Depth of hole buttom 12 .inches,Diameter of hole 6 inches Soil data from test hole: Depth,inches Soil texture f10" — 12" Dark gray loam Method of scratching sidewall Knife Depth of gravel in bottom of hole 2 inches Date and hour of initial water filling 7-10-92 b;f PgMial water tilling 12 inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automdt i.0 siphon Maximum watcr depth above hole bottom during test 6 inches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level,inches minutes per inch 2: 54 prefill 6 3: 07 3:37 2-13/16 10.7 30 min 3: 44 4: 14 2-3/4 10.9toit 4: 19 4: 49 2-3/4 10.9 " Percolation rate = 10.8 Minutes per inch. CERT.#00627 PERCOLATION TEST DATA SHEET a.m. Percolation test readings made by S—P Testing, Inc. on 7-11-92 starting at 3:06 /�1 iew,l Test hole location 1550 C o.Rd.#6,1 o t 2 ,Hole number 5 ,Date hole was prepared 7-10-92 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 Icn i f e Depth of gravel in bottom of hole 2 inches _ 7-10-92 1:OOPniti 12 Date and hour of initial water filling pth o mrt�al 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 6 I ,Maximum water depth above hole bottom during test inches Time Percolation L Time interval, Measurement, Drop in water rate, Remarks minutes inches level,inches minutes per inch • 2. 3, it 8.0 30 min_ 3 , of _ is n 4- 4:48 n _ 8.7 Percolation rate = 8 -5 minutes per inch. CERT 00627 I PERCOLATION TEST DATA SHEET i S—P Testing, Inc 7-11-92 3:05 a.m. Nrcolation test readings made by_ on starting at ' Idwe) 1550 Co.Rd.#6, 1ot2 6 7-10=92 Test hole lucatiun _ ,Hale number , DaW hole was prepared De )th 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 0 Method of scratching sidewall Knife 2 Depth of gravel in bottom of hole inches Date and hour of initial water filling 7-10-92 �Wn of in tial 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 Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level,inches minutes per inch • 2: 54 prefill 6 . 3:05 3:35 3-5/8 8.3 30 min 3: 46 4: 16 " 3-3/8 8.9 " it 4: 17 4: 47 3-3/8 8.9 " Percolation rate = 8 .7 minutes per inch. PERFORATEDLOAMY SAND CAP LAYER OF GEOTEXTILE LATERALS FABRIC PERFORATED LATERAL �`• .. .. _.._ •- ._. GRASS COVER 6 INCHES SANDY LOAM SOIL ' - ""^' "` :LEAN SAND FILL TOPSOIL Y `"'�`y� '• ! i' %�., MAXIMUM SLOPE 3 TO I LAYER OF GEOTEXTILE FABRIC OR 4 INCHES OF EAN ROCK 4' • ,�, s ��, iJ TOPSOIL PLOWED OR 3✓4 26/= INCHES /.SIOPf HAY COVERED BY OISKEO SURFACE BUILDING PAPER .?` / � UBSOIL t I/ OR 2' ,�: �.� % CROSS SECTION A-A t... PIPE ROM PUMPIle ':• PUMPING FROM CLEAN MOCK . ��.� ' �' /� DIVERSION FOR I SURFACE WATER Y 6* TOPSOILS A.• i(' — PERFORATED j�r9•,/ LATERALS I !, :C a SLOPE >;. fJ0 FILL •S.pDy� !1� - �.;1t;�a• r�:: BED AREA I .� Z OkE YER .7 7- up RIERRALAYfR I o '0 � a � 20 INCHE I � -rINCHES _ LAYOUT OF PERFORATED PIPE LATERA' S FOR = I PRESSURE DISTRIBUTION IN MOU` 0 DIKE O FEET —DIKE PERFORATED PLASTIC PIPE MAX. �LWIOD�TIH ��NPERFORATIONS SPACED 36' faSPa�IN� L::J:�Tl END ON CENTER. PERFORATION R 512E MAY BE 3A6* ' a: � A PLAN VIEW VIEW OR ��.. 16' 2"MANIFEOLD END PERFORATION OF A PERFORATED LATERAL PIP C « ~ PERFORATIONS ON BOTTOM OF '! w \ PLASTIC PIPE ' TapeY QO., ,•LOtr«N Geoloetllo Fabric («tar• l -= Loom So"Low• Y�rctlA�bOf « .«W p.r Iwaw ae = (ALTERNATE LOCATION wire red roots yoow) OF PIPE FROM PUMP) P«Iar lion OrAIW Herlsonlaity • Nh Ho« lip L/END CAP 10, ( •�o Fbl Rost N Ram*LowLo Layer Eaq. 0 !Ar£Ra � Porlwaskm L.00lo0.I �%� pERFORpl E PUMPING CHAMBER Clava sexd Layw Bottom.s Lar«al P ► i��NGf NMt..Ipill.sh°°«lrr ut.r REDWOOD, CED OR WATER TIGHT 0 LOCKABLE ELECTRIC BOX--N,,, TREATED POST (4 x 4 m1n) PLUGS OR ELECTRIC CONNECTIONS ____AL ELBCT IC CONNECTIONS MADE 2" PVC CONDUIT SCHEDULE BO 6"SPACE LOOP OF POWER CORD FOR MANHOLE COVER CHAINED O LOCKED T-- SETTLEMENT SEALED MANHOLE RINGS-- FINA GRADE AT LEAST 12" UNION BELOW GRADE i WIRE FROM POWER SUPPLY —- PIPE ISSTATION LAID.ON A UNIFORM SLOPE FROM /►,� . FOR PRR RAINBACK IL TREATMENT AREA SEALED TANK COVER IF PIPE AT TANK MUST BE LOWER THAN UNION. TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN A 1/4 INCH WEEP HOLE MUST DE USED WITH ANCHOR — WEEP HOLE ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT— , NOTES: ELECTRICAL WIRE FROM POWER SUPPLY STgRTAEV9_ _L _ _ MUST NOT RUN OVER ANY TANKS BUT MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST SHUT-OFF_.,EVEhQ_ _ __ _ _ ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND PUMP CONTROL FLOAT- CONTACT. D0O Figurc F-x METAL COVER CONCRETE MANHOLE RING METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Fiburc C-14 VERTICAL SIDEWALL SEPTIC TANK ,/—FINISHED GRADE AT LEAST 6"TO 12" SOIL. AT LEAST 4" DIA. COVER 4" DIA. I -AT LEAST I" AT LEAST 1" MIN. T- -.► .I I. A pIMENS10N5 FOR_TANKS WITH . VERTICAL A pT LENGTH, L 2 TO 3____TIMES THE WIDTH DIAMETER 60" MINIMUM OEPTH, D 30" MIN_IMUM; T8 MAXIMUM UM WIH. W -AT LEAST ---n _6" " • 6MINIMUM; 0,2 D MAXIMUM _ 6« 3" — —AT LEAST 4 FEET-- —� NOl F S: ! t. SAMINIY I ECS At LFA51 t INCHES M OIA1A irn 4. kWNKII E ODVEtIS SI1All TF.IOT;AIEDVY1111N I�MG6?S. t. INEIIF SI IAI L UE ONE On mcio IF 1.IA16 IDLES.2(rtFAST KTIE IWWNK)LE IS VNTIINSIK MES OF 111E SU11fACE (I"..NAKIIIANDL0CA1F0VNNIM6tEE I Of ALL TAP* life 00*1166/ST 1E SECUED IOMEVENI ACCEft WAILS 6 5FPAPAlK1NDIStAwAorTmE11ENDOFMLETPffAND 7. AN61S1•EC ION PINE OF AT LEAST 4 INCHES DIAA6i TEII NEATEST POfIt ON DAffIE SItALL UE NOI.ESS 11W161NCIES On A MVV110LE SI IATA 11E LOCAL ED(NEn nom IIIE 64 ET On TIO M %E TT IAN 12 MCT ES. AfJDOUILEIOU"';THE CE111EALINCOr11CVOINC104 6 FOnsoozoN1ALCYLNMbCN.'ANNf0WIjfXMA1S6.150 PII•LS SI VILI UE 111E RAW AS 111E CENILn 1 ME(lf INE AND 0W.NSION C IS D.]SID. DNFLEOI'LNM o1%-,AWINiV ILES A114110INWIC110" 1•F`E MIISI RF.LOCAILUgk IWf iN 111F.NLEI Aw IKIII FT DIV fLFS. " PENCL PARKS 6 WWI MANN E �� y �► INLET SCUM OUTLET + c.;OtJTLEL T LEVEL _.._SCUM CLEAR SPACE.-� I _ NO CLEANK N OUT TAWHEN i"? 7A is 3' OR LESS "'? 1� "8"IS 12'OR LE,., BLACK COLOR SLUDGE ►i DISTINGUISHES SLUDGE LAY1R FROM LIQUID i n MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK