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Home My WebLink About1993 Septic System , , 4ik, O tr,r- , CITY OF ORONO �r � `, SEPTIC SYSTEM APPROVAL fo c�,a O Y ��,�'.. ` Z t - CITY of ORONO �, Municipal Offices i '`,ti'•r Post Office Box 66 \,(1 + rG, �G Crystal Bay,Minnesota 55323-0066 Esil& LOCATION: 2100 Webber Hills Rd. OWNER: Ken Nelson GENERAL CONTRACTOR: SEPTIC CONTRACTOR: SITE EVALUATOR: S—P Testing REPORT DATE: July 21, 1993 The City of Orono has Approved your on-site system design as of July 23, 1993 (approved-disapproved) (date) with the following comments: A variance has been granted by staff for the installation of the mound on slopes greater than 6% as no better site is available. Also, the existing septic tanks must be inspected at the tine the repair begins to determine whether the tanks meet all current codes. 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 •RON• Uivet______,4341. By Steph-n W lc an, On-site Systems Manager TELEPHONE-473-7357•FAX-473-0510 S-P TASTING, INC. Steven B. Schirmers — MPCA Cert. No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566 July 21 , 1993 Ken Nelson 2100 Weber Hills Rd. Orono, Henn. Co. , MN This On-Site Sewage Treatment System is Designed for a Type 1, four bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances . This site has an existing Non-Conforming system located less than 3 ' to the seasonally high water table, (mottled soil) . The soils on this site are SCS soils mapped - HbC - Hayden loam. A seasonally high water table was located at 20" to 30" , (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 system will be located on a 9% slope which will need approval from the City Official . The Cities requirement is a maximum of 6% . The existing tanks may be used upon approval from the City Official . The soils at a depth of 12" have a percolation rate averaging 10. 9 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 not to over work. CONT ' D • Ken Nelson 2100 Weber Hills Rd. Orono, Henn. Co. , MN (2) 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. 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. S ven B. Schirmerspr SBS/ds ce, •.. Zi /7A .--- / T , .._.,_ _____,_ i .._. 1 , , J , - i , __ i I • ( ; , , : ,,, 0 I .I , Cf . vir off/ -.• RoNo . , i ,... traxm .. -/-- •-fit • -----„; . RovrEve i, ,,,, i I. . 1,, r404*,..,., • •,// , . , / i , I i r ZIT 1 e ...<;:,.."4/10.44'-''''''f-' . ..,. • : . . .;., . _ _ -7 r _ . ,; , , .rv.ArT No,. _, P I I ---- I_ ! - , - — .- 'C'' '•',-1' 7F.0 ' ---7 \ . - , , P - ' :.-;:- --•;-' ',1.... /, NOTED , ,- _4_- .,,,:r...,_- ' i ' ,./c.‘rt,, ‘.11,111 r-,..,- -if. r -0. • ! . 1 .."--->----:- . '-,. ';i:-w, & 7,..-,n;ng ,--,,K;0 • / I „ . ' • ' •,' -r--- ; . '110 „j lo •,1- –_.-•'' x ”, in ,u s . 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CD g) r o ,,,7--. _., a. =,_, 0, , . go 2.. r (3 0 P1 1--S' r i D --.1 6 1.A r 1— '-'4 A •Pf 0 < E 91 I 72 r1r-;i1 i 15.-'' c) C 0 0 Y) 0 ? -7 A-) • l'-: i_i u, • 7.?..t :.,, j'\.- . 1::: c v‘ --r., 8.4 .3.) a) 1 k (1 r-\.. • ,--, 1-• ,.... . -. 7-1 . CI Id t. r... rr Z a, ._..1 -c i-,- (T\ n il (f) m c, ..e. . . .___.... • I - 7J /— _ay . 1SS o /o's S5 47, -v.- � S J t S SS N ' a• 34-0C- ...- F.`n N.,••••• -�S — 3-3 `-- -rod" ��'�e a1.2` -3'SA,.4� 1, 5 SET- BACKS t. / O + /0' ZO HOUSE (\ c")'20 y°)a 1 System must be c Tank' from property lines• X.- SQL.-‹1 o� ��}St?L wvv--(Yr ' from wells . 22 from bldgs. . "4Treatment area _-'from lakes , streams Treatment area 7-.....:___4•31 from property lines NOTE:Power supply and switches must be located in a MA>a►}C'LES „+'n t?'" ')5 'from wells weather proof enclosure outside the pumping chamber and manhole RRGCt=a_L ,from bldgs. t- -1 ' L from trees SOIL BORING ELEVATIONS t , I min. 1 ' ' I �, "da.suPPNI�Pe THal EL.-3.2,g Tank - �5 i- grade Li % TH. 2 EL._SSO.,5 Tank -rte 9 �o TH '3 EL. Z3 Drop to Tank ! PRESSURE DISTRIBUTION MOUND SYSTEM TH"4 EL.-12:1 Min. I"to 8' Max.l"to 4' 4. ��r�P \--Pumping TH. 5 EL- I '�PtU`GS SNAG-Loc�J Chamber ELEVATION of PROPOSED PUMPING • 4"_to 6"dia.pipe CHAMBER- `gt-•0 wiz-v• Yum7K0.0 SYSTEM DESIGN -MOUND • UUo-�4'i ►S"f' � - 5. a j TYPE--- , BEDROOM , Aver0 -��4'*- Average percolation rate Jo•c1 min./inch (design.83 sq.ft treatment area per gal. of daily sewage flow) �O4 F 1.T•'(A?�1` - 3'`d t; t' a.1.5.1- - `13. 1 � • 6,00 gal./day x.83sq.ft/gal.gal`e sq.ft.of treatment area +10% = 5�.7 sq.ft. (= 1Oft.width=S5 ft.length of bed area+side slope run. ...to t x 3_S height= 4u ft.x��ft.lawn.area needed) Clean rock needed- S'-V_sq.ft.treatment area x L-n< depth of rock=S1 4 cu.ft=27= a t cu.yds.(3/4"to 2 I/f dia. ,includes 2"of rock above pipe) (-"---'4';'-- -r" Clean sand fill below rock needed a os"cu.yds. approx. , sandy loam back fill - -.‘ cu.yds.approx. topsoil 6" l� cu.yd. RUQ. ,,qxo vF-�� - . 5� Number of tanks re wired a 1st tank/00 D 0� �ECQr�*^Er.10 Co_Aoo_ o�lo --C° -meso,`.Fo_� �¢g ,, _�,a� swP 7S cu�to.-c �) q got , 2nd tank/0 gal,min. s FLv p,.�w,Q,0 v i,,,,,u E� Pumping chamber capacity- 25% of daily sewage flow of lav gal.= I Sv gal.+reserve storage of 15 O a 1/B'i ,600,gal.+pipe back drainage— PROPERTY of t 4� gal./100 lin.ft.of Z "dia. supply pipe, lin.ft neededPROPERTY OF: 1(-- 1--\' -So>,..1. ..�_gol.+manifold )4.!gal./IOOlin.ft of�"dia.pipe,I"n.ftneeded'� , �•- goi, a 10 0 w�3�� 1-1-11--N--S -gyp.. total capacity needed76-7 gal.(plus area for pump) use rIN%r. /000 c L(.�\o_ . o .-1r) 1.11,-1 • t-a e).A}1 . C u . Distribution pipe I'la*da. , L Sc7 lin,ft, IN +dia. perforations 34- "apart Pump sin th� ' ,hp. (pumpabie capacity )5'? •gal. 4cycles/day) usEo JD H ---r.''3 C'' .. -Ss 7 p\sc-' -'- - 40 ,=o,l) y,,%n, _ Note: When constructing bed - , this area should be shaped Note: Distance from treatment area to neighboring w2�,5— S-P -.-TE )TING ZINC. to divert run-off from entering treatment area. I,7Z > `L_ ---•q\-}y ')S Designed 5y '� •�! -r 1— MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated Sewage Flows in Gallons pa day Estimated 6,06 gpd (see pages D-7 or I-3,4,5) cam) Number or measured -- gpd x 1.5 = -- of Type I Type II Type Ill Type Bedrooms 1 V B. SEPTIC TANK LIQUID VOLUMES 3 300 3000 18025 160% a. - / 0 0 cc gallons (see pages C-3 or C-5) 5 75063755256 in 6 900 525 332 Type I. 7 1050 600 370 IIm 8 1200 675 aos C. SOILS (refer to site evaluation) columns /I • 1. Depth to restricting layer = Jo inches Septic Tank Capacities,in gallons 2. De th of percolation tests = Number of Minimum Liquid Liquid capacity with P I inches Bedrooms Capacity garbage disposal 3. Percolation rate /0.cr mpi 2orleu X50 112 3or4 1pOp 1 4. Land slope 4``71.7 ¶o 9 % 748 or 9 ,2.250 003 over 9 __-._ D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: Daily Flow x 0.83 = X00 gpd x 0.83 sq. ft./gpd = yg sq. fta-1o`50-S4O 2. Select width of rock layer (10 feet or less) = / 0 ft. 3. Length of rock layer = Area _ Width = Sy'1 sq. ft. - 10 ft. = ss' ft. Rock Bed ��J�J�J�J�J:J�J:f:f•f:f:f:f:f:f' '•J•J•J•J•J•J J•J•J•J•J•J•J•J•J ti:::p.p ti•ti•ti•ti••••ti•ti•ti.ti•ti••.•:Width _<l0 ft. l f J J J JJ•J�J•J•J JJ• E. ROCK VOLUME ,tJ;}_;.• �:: �r=V:J:f:•J:J•�J:J,1 •• Length 1 1. Multiply rock area by rock depth to get cubic feet of rock; Si-Li sq. ft. x/.v,eft. =,c' ' cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; ,'N cu. ft. _ 27= a I cu. yd. • 3. Multiply cubic yards by 1.4 to get weight of rock in tons; a-1 cu. yd. x 1.4 ton/cu. yd. = ac, tons. F. ADSORPTION WIDTH -1-a-'-( 1-0A-vi 1. Percolation rate in top 12 inches of soil is /0., mpi Absorption Width Sizing Table 2. Select allowable soil loadinrate from table on E-• Percolation Rate Gallons Ratio of pagein Minutes per Soil Texture per day per Absorption width •Li gpd/ft2 Inch(MPI) square foot to Rock Dyer Width 3. Calculate adsorption width ratio by dividing rock layer FacterMan 0.l.e coarse Sand ----- 01 to 5 Sand 1.20 . 1.00 loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 0.1 to 5•• Fine Sand•• 0.60 2.00 1.20 gpd/ft2 i- ,y gpd/ft2= 0 .(p16 1 . 6 t1 15 Sandy LAW 0.79 1.52 to 30 Loam 0.60 2.00 31 to 45 Silt Loam 0 240 Check this value on page E-16. a6 cIa s67 60 to 12U 4. Multiply adsorption width ratio by rock layer width to get Sl12erthan Clay ____ required adsorption width; . D.tor) x /0 ft = 3Y) ft • 1 G. DOWNSLOPE DIKE WIDTH 1. If landslope is 3% or more,subtract rock layer width from adsorption width to obtain minimum downslope dike toe for absorption: D,6-9 ft- /0 ft = / !) feet 2. Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation 1 .3 feet b. Multiply rock layer width by landslope to determine drop in elevation; Slope Difference /0)'- '70 .S°1-1'1....14 L _ , 1 t) x Cf % - 100 = ."i feet j --rti- c. Add depth of clean sand depth of clean sand for U �- separation at upslope edge (2a) to depth of rock layer to Rock StY•11.15 rock depth and the depth of cover to find the total mound °° � �� height at upslope edge of rock layer; ) .3 ft + 1 ft + l ft = 3.3 feet d. Enter table on page bottom with landslope and upslope dike ratio. Select dike multiplier of D .moi y . e. Multiply dike multiplier by upslope mound height to get upslope dike width: 3.3 x 27;4 = 10 feet f. Add the depth of slope difference (2b) to the upslope . height to get the downslope height 3( + . = 14.-2- feet g. Enter table on page bottom with landslope and downslope dike ratio. Select dike multiplier of q .r)L . h. Multiply dike multiplier by downslope mound height to get downslope dike width: 4.N x y.'L6 = . o feet v S -- Li °70 i. Compare the values of step G.1 and Step G.2.h. Select the . greater of the two values as the downslope dike width; ao feet j. Total mound width is the sum of upslope dike Rock-Bed V ldth'•i '''' Uplope okew a 10: width plus rock layer width plus downslope : ': : dike width; '`-` ' 1 U ft + /0 ft+ 'C) ft = y 0 feet Upslope Dike Wldth-fit :;upslope Dike Width 11 k. Total mound length is the sum of upslope dike width plus rock layer length plus u slo e dike width, 1 • I 0 ft + ss ft + /0 ft = r) feet F. a C.I -}- S S --l- Q 0 t cis r f Toeal Length 7 " r 1 9 S Downslope Upslope 3:1 4:1 5:1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1 %slope 0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0 1 3.09 4.17 5.26 6.38 753 2.91 3.85 4.76 5.66 6.54 7.41 2 3.19 4.35 536 6.82 8.14 2.83 3.70 4.54 536 6.14 6.90 3 3.30 434 5.88 7.32 8.86 2.75 337 4.35 5.08 5.79 6.45 4 3 41� 6.25 7.89 9.72 2.68 3.45 4.17 4.84 5.46 6.06 5 353 5.00 6.67 8.57 10.77 2.61 3.33 4.00 4.62 5.19 5.71 6 3.66 5.26 7.14 9.38 12.07 2.54 3.23 3.85 4.41 4.93 5.41 7 3.80 536 7.69 10.34 13.73 2.48 3.12 3.70 4.23 4.70 5.13 8 3.95 5.88 833 1134 15.91 2.42 }03 337 4.06 4.49 4.88 9 4.11 625 9.09 13.04 _18.92___ 2.36 3.45 3.90 4.30 4.65 . 10 4.29 6.67 10.0 15.00 2333 231 2.86 3.33 3.75 4.12 4.44 11 4.48 7.14 11.11 17.65 30.43 2.26 2.78 323 3.61 3.95 4.26 12 4.69 7.69 1250 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08 PUMP SELECTION PROCEDURE A. Determine pump capacity: Gravity Distribution END PERFORATION OF A PERFORATED LATERAL 1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of Gros.co„„ . Y water use rate. ' ' ``�i <�a< J • Topsoil 2. Maximum suggested for delivery to a drop box of a home system is 2,700 . . '' Lem of Geole:til.Fabric(or fout- gallons per hour(45 gpm)to prevent build-up of pressure in drop box. ;. Loony sone Layer i layer of hay et soon carved 4.-,,..._• . . . r ;r:with red rosin paper) Pressure Distribution Ih2,If•4•f1y111,11�i Perforation Drilled Norironiolly Into •p Near Top ��/4%us �; Al Least 12'to Edge 3. a. Select number of perforated laterals 3 'i;.a FI.Id Roc _ of Rocs Layer b. Select perforation spacing= 3 ft. - • ' ' x"" Perforotlorts Cooled al c. Subtract 2 ft.from the rock layer length. clean Sand Loser Bottom of Lateral Rock '5-laye -2 ft.= S3 ft. _ ..... 4..•, Original Soil Properly Scarified Before Piecing Sand Layer d. Determine the number of spaces between perforations. Length perf.spacing= 53 ft.+ 3 ft.= 1") spaces TABLE OF PERFORATION DISCHARGES IN GPM e. 12 spaces+1 = 1V perforations/lateral ' f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(inches) get total number of perforations. ma-• x �� _ ,<� perforations. tin 1/' �aa 1.0a 056 . 0.74 g. 4 x ? $Pm• 2506 0.69. 1.0044 Pte• aPm P�- 25 0.89 1.17 3.0 0.98 1.28 SELECTED PUMP CAPACITY 1-1 0 gpm 4.0 1.13 1.47 5.0 1.26 1.65 B.Determine head requirements: 1. Elevation difference between pumpand point of discharge. aUse 1.0 foot of head for residential systems. $ bUse 2.0 feet of head for other establishments t--f feet 2. If pumping to a pressure distribution system,add five feet for pressure required at manifold S.-- feet 3. Friction loss I Pipe Length gt a. Enter friction loss table with gpm and pipe diameter. Point of Discharge Read friction loss in feet per 100 feet from table. F.L.= a.1,H ft./100 ft of pipeElevation Difference b. Determine total pipe length from pump to discharge p) ,p ge.0 point. Add 25 percent to pipe length for fitting loss,or use a fitting loss chart. Equivalent pipe F-18b length-1.25 times pipe length= 1.5 inch 2.0 inch 3.0 inch a S x 1.25= 3 I feet Friction loos per 100 ft of pipe c. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivalent pipe length. 10 0.96 0.69 .28 Total friction loss= D ,(., 9 x 3 1 +.100= ) feet 14 1.28 0.38 4. Total head required is the sum of elevation difference, 16 1.63 0.48 special1head requirements,and total friction loss. 20 2.03 0.60 � 20 2.47 0.73 0.11 25 3.73 1.11 0.16 LI + S + ) 30 5.23 1.55 0.23 35 7.90 2.06 0.30 (1) (2) (3c) 40 .11.07--2.64_- 0.39 45 14.73 3.28 0.48 TOTAL HEAD / 0 . feet 50 3.99 0.58 55 4.76 0.70 60 5.60 0.82 C. Pump selection 1. A pump must be selected to deliver at least Li£ ,gpm (Step A) with at least /0 feet of total head (Step B). CERTIFICATIO(: ,i 00627 1,(.:2:.; of Soil I3orin s Location or Project Ken Nelson, 2100 Weber Hills Rd. , Orono Borings made by S-P Testj___,aa, Inc. Steve Schirmers Date 7-19-93 Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other Auger used (check two) : Hand X , or Power , Flight , or Bucket X Depth, Boring number 1 Depth, Boring number 2 in in feet Surface elevation 82 . 8 feet Surface elevation 80 . 5 0 Topsoil dark brown loam 0 Topsoil dark brown loam 0 - 8" 0 - 10" 1 - Brown clay loam 1 - Brown clay loam 8"- 1 ' 8"-MOTTLED 1 ' 8' 10" - 1 ' 10"-MOTTLED 1 ' 10 2 - Rusty olive brown 2 - clay loam Rusty olive brown 1 ' 8" - 3 ' clay loam 3 - 3 - 1 ' 10" - 3 ' 8" Rusty olive brown loam 4 - 4 - Rusty olive brown loam 5 - 3 ' 5 ' 5 - 3 ' 8" - 5 ' 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 5 ' feet. End of boring at 5 ' feet. Standing water table : Standing water table : present at 4-1/2 ' feet of depth, present at 3 ' 9" feet of depth, 20 hours .after boring. 20 hours after boring. Not present '.n hole Not present in hole . Mottled soil : Mottled soil : Observed at 1 ' 8" feet of depth. Observed at 1 ' 10" feet of depth. Not present in hole Not present in hole Comments : Comments : • CERTIFICATIO4 00627 Logs of Soil 13orinlls Location or Project Ken Nelson, 2100 Weber Hills Rd. , Orono Borings made by S-P Testing, Inc . Steve Schirmers - Date 7-19-93 Classifiction System: AASHO ; USDA-SCS X ; Unified ; Other Auger used (check two) : Hand X , or Power , Flight , or Bucket X Depth, Boring number 3 Depth, Boring number 4 in in feet Surface elevation 79 . 3 feet Surface elevation 80 .1 0 - - 0 - -- Topsoil dark brown 1 - Topsoil dark brown 1 - loam loam 0 - 2 ' -MOTTLED 2 ' 2 - Dark rusty gray loam 2 2 ' - 2-1/2 ' 0 - 2-1/2 ' -MOTTLED 2-1/2 Rusty gray brown loam 3 - Very dark gray 3 - 2-1/2 ' - 3 ' 2" loam 2-1/2 ' - 3 ' 8" Rusty olive gray Very dark gray clay clay loam 4 - 3 , 8n _ 4 , 2„ loam 4 - Rusty gray clay loam 4 ' 2" - 5 ' 3 ' 2" - 5 ' 5 - 5 - 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 5 ' feet. End of boring at 5 ' feet. Standing water table : Standing water table: present at 3 ' 1" feet of depth , present at 3 ' 5" feet of depth, 20hours after boring. 20 hours after boring. Not present in holo Not present in hole Mottled soil : Mottled soil : Observed at 2 ' feet of depth. Observed at 2-1/2 ' feet of depth. Not present in hole Not present in hole Comments : Comments : CEIR:T. #00627 PERCOLATION TEST DATA SHEET Percolation test readings made by S—P Testing, Inc. on 7-20-93 starting at 12 : 49p.m. (dote) 2100 Weber Hills Rd. 1 7-19- Test hole location , Hole number , Date hole was prepared Depth of hole bottom12 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 Depth of gravel in bottom of hole 2 inches 7-19-93 5 : 00_pm12 Date and hour of initial water filling , Depth ofiinitial 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 ,Maximum water depth above hole bottom during test inches Time Percolation ime interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch . Water renaining in test hole 12 : 49 1 : 19 6 1-1/2 20. 0 30 min 1: 26 1: 56 " " " II " 1:57 2 : 27 " " 11 " " • 20 . 0 Percolation rate = minutes per inch. CERT. #00627 PERCOLATION TEST DATA SHEET S-P Testing, Inc. 7-20-93 12 : 50 a.m. Percolation test readings made by on starting p.m.) rdare� Test hole location 2100 Weber Hills Rd. , Hole number 2 , Date hole was prepared 7-19-93 Depth of hole bottom 12 inches. Diameter of hole 6 inches Soil data from test hole: Depth, inches Soil texture 0 - 10" Topsoil dark brown loam 10" - 12" Brown clay loam Method of scratching sidewall Knife Depth of gravel in bottom of hole 2 inches 7-19-93 5 : 00pm 12 Date and hour of initial water filling , Depth of initial water filling inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon ,Maximum water depth above hole bottom during test 6 inches Time Percolation ime interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch • 12 : 37 prefill 6 12 : 50 1: 20 2-3/4 10 . 9 30 min 1: 25 1: 55 2-1/2 12 . 0 " 1: 58 2: 28 2-1/2 12 . 0 " • Percolation rate = 11. 6 minutes per inch. CERT.400627 PERCOLATION TEST DATA SHEET S—P Testing, Inc. 7-20-93 12 : 51 a.m. Percolation test readings made by on starting a 4w (dare) 2100 Weber Hills Rd. 3 7-19-9 Test hole location , Hole number , Date hole was prepared Depth of hole bottom12 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 Knife Depth of gravel in bottom of hole inches 7-19-93 5 : 00pm_ 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 6 ,Maximum water depth above hole bottom during test inches Time Percolation ;'ime interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch 12 : 37 prefill 6 12 : 51 1 : 06 n4-1/4 3 . 5 15 min 1: 24 1: 39 u4-1/16 3 . 7 n " 1: 59 2: 14 " 4 3 . 8 " " 2: 18 2: 33 II4 3. 8 II " • Percolation rate = 3 . 8 minutes per inch. CERT. 4100627 PERCOLATION TEST DATA SHEET gym. Percolation test readings made by S—P Testing, Inc . on 7-20-93 starting at 12 : 52 Cp.m) Ware) Test hole location__ 2100 Weber Hills Rd. 7-19—9 3 , Hole number 4 , 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 - 12" Topsoil dark brown loam Method of scratching sidewall Knife 2 Depth of gravel in bottom of hole inches Date and hour of initial water filling 7-19—9 3 . Depthbt 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 Time Percolation rime interval, Measurement, Drop in water rate, Remarks minutes inches level,inches minutes per inch • 12 : 37 prefill 6 12 : 52 1: 22 3-3/4 8. 0 30 min 1: 23 1: 53 " 2: 00 2 : 30 " • • 8 Percolation rate =— ' 0 minutes per inch. PERFORATED LOAMY SAND CAP ' LAYER OF GEOTEXTILE ��:: _ LATERALS FABRIC PERFORATED LATERAL ..—• GRASS COVER 6 INCHES SANDY LOAM SOIL '•` :: • - �� TOPSOIL ' + ' j/ ',•:c.:- ....•.::•••• =LEAN SAND FILL � � % ... .• MAXIMUM SLOPE LAYER OF GEOTEXTILE 'f } `.� 3 TO I CLEAN ROCK 4' FABRIC OR 4 INC-HES OF '�d.l !' TOPSO-i•L 3/4 TO 21/2 INCHES y /// PLOWED OR x SLC HAY-COVERED-BY ER � '% / 1' DISKED SURFACE , BUIL-DING-PAPER .. j,• ', i t . SueSaL I/ OR 2` '''`' • •�; /+ %/ CROSS SECTION A-A PIPE FROM PUMP�:`•'•. ~ //i/;//i _ / /� '/ PIPE FROM 3/ Z I/ /' �// . /./• / e ,l 1 �� PUMPING CHAMBER CLEAN ROCK ' /• ,. y/'� IV R I N FOR \ . •j'/;. .a• //� D E 5 0 6` TOPSOIL ••• /� //f I SURFACE WATER _ w I 1 - c �/ JJ' + Y_ I r /- 3 �' - PERFORATED I r �1 � _ • _. /,-9',/ � ....-4--145.--1(. � •.�J• C LATERALS , ,. .1.0pc7-'4- — --s •,-.. '' 1 '•••&•';::.,.'..::,!;44.:*. cSI.C.Aki ,... • • Z.-. • ••••'••,,,.......'ti,:!:*". _ 1 . li FILL SOD L • t r• + . BED AREA z Mc* LAYER 1• '• - W • 6gRRAERRAL :... `. w' QA — W W m — A LAyE • _ i z _ ! _ 20 INCHES I �-r-Q INCHES LAYOUT OF PERFORATED PIPE LATERALS FOR I = PRESSURE DISTRIBUTION IN MOUND -• •_ cs- DIRE -- 1 10 FEET DIRE .. PERFORATED PLASTIC PIPE MAX. TOTAL WIDTH \ ACING `—PERFORATIONS SPACED 36' PE -RArioN SP -/ I I • 1 END ON CENTER. PERFORATION RNI VIEW oREI/,SAY BE /Is. 'hi. —iS PLAN VIEW ....----- ......7._----- � 2 — 'MANIFOLD END PERFORATION OF A PERFORATED LATERAL / PIPE • i rGra., Corer PERFORATIONS ON BOTTOM OF i�j' PLASTIC PIPE ��%10'. f �� t, Top�ol�a --- ,r . ,• 4Y r z�~ r\ –_ Layer of Geolarlll• Fabric (erlar- �� Worry Sand Law• :Im.1,lore, e1 her,or i•Weereeeered �' `�(ALTERNATE LOCATIONMP wf/rry0�o•tnpoper►- �\ OF PIPE FROM PUMP/ I " •fir • (!n�i .��--Pales•lion Drilled Horizontally L// pt ,�Inlo C•p Near Top END CAP lo. v o/i Pius �`,—Al Least 12'to Edge • LAIC .,o n Field RaM• of Rock Layer ......................... „.--...:-/-------- LAI P•rfordllon•• •Locoled of FORpJE� 2 PIPE FROM - Clean Sand Layer Bottom of Lateral � F PER PUMPING CHAMBER • N __ '.- w-'----o• \ ..-LENGr �Original ore PlocingPSandlyL Scarified ' F-8 REDWOOD, CEDAR OR WATER TIGHT a LOCKABLE ELECTRIC BOX--. TREATED POST (4 x 4 min) PLUGS OR ELECTRIC CONNECTIONS- /'ALL ELECTRIC CONNECTIONS MADE 2" PVC CONDUIT SCHEDULE 80 _ INSIDE BOX MANHOLE COVER CHAINED B LOCKED 6"SPf SETTLEMENT LOOP OF POWER CORD FOR SEALED MANHOLE RINGS- • FINAL GRADE \v AT LEAST 12" /4/. UNION BELOW GRADE - WIRE FROM POWER SUPPLY --" PIPE IS LAID ON A UNIFORM SLOPE FROM — ENP STATION UP TO SOIL TREATMENT AREA z . FOR PROPER DRAINBACK SEALED TANK COVER '---IF PIPE AT TANK MUST BE LOWER THAN UNION. TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN A INCH WEEP HOLE MUST BE USED WITH ANCHOR - WEEP HOLE ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT— NOTES: ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BUT START LEV9_— _ _ �r _�� MUST BE LAID BESIDE OTHER TANKS 3 `� ;j AND MUST BE PLACED IN CONDUIT ALONG POST SHUT=OFF LEVEE_V_ A ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND PUMP CONTROL FLOAT- - ' c71 CONTACT. 4. 000 Figurc F-8 METAL eolliorilip COVER CONCRETE ' MANHOLE RING METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figurc C-14 VERTICAL SIDEWALL SEPTIC TANK -FINISHED GRADE �� .44. " AT LEAST �� LEAST 6"TO 12" SOIL 4' DIA.-�, I.. 4" DIA. I COVER MIN -AT LEAST I' I , ' AT LEAST I. J __ I. - -- t t s___[ A DIMENSIONS FOR TANKS WITH VERTICAL_SIDES A • I I WIDTH, W 24" MINIMUM _ 1 Sl - — LENGTH, 1 2 TO 3_ TIMES THE WIDTH B DIAMETER 60" MINIMUM 1 DEPTH 0 30" MINIMUM; 78_ MAXIMUM C �L -A 0 2 D - - AT LEAST —g 6" MINIMUM; 0.2 0 MAXIMUM =�6" -- - 3 c - oa o - J — - -AT LEAST 4 FEET - -- ---" ' Nut S / 1 SN111 AMILLS n11F AST 4INU[$IN ONt•IF IFR 4 1,WW ICAE OUVEnS SI(ALL IF LOCAIED Will IN I7 WCI IF S. 2 111C111.51 IN U1Oar.011/0111,NII IOLCS.70't1 AS T F11E..vw4IOFE IS W1 T I IN Six NCI EE OF MC 51N1FACE Fm.IFNSK)N NIl1 L(1CA 1 ill Will IN 61 l E 1(Y ALL TNAt lilt 00VO111.4)51 UE 5ECl1[010 PIEVCII I ACCCS4. • wA114 6 SFPAJIAI UN UI.SIANCE DF TWA EM FIIUCF INLET PPF ANU 1. ANv•I51'1C 1101/tilF OF Al LEAS!4 WC11C 901AA 15Il NENF ST PO.JI ON UN I'LC St'ALL UE NO ICSS MAN 61NCI ES OR AMANIICYE SI 1A1.1 RE 1OCA1 Et)(NERD7hHH IIE 1.4ET Ce HO MY*:TIM 12 NCIES. N 10 OU1lL I OLVICYS 1HECLI4IEJILMC OF lir,IlS11C104 6 FOO I gItlZ(XJIALCVlvJF1RICA1 1ANkC 011./C1lf•KJN A IS 0 ISO PK`15 SnNIL OS lilt SNA,AS 11K.CCNILRIINF OF 1HE ANF)004 NSICMl C IS 01s0 O Nll(CM•(N.v05p15w4iIN1r 11(5 A 11ulU)w*1CIKW 1'1•C*161 Pt IOCAI1u FE twit-N hitt#411 AJ111KIII11 RNhiFS __________ _ • PENCIL 1- C MARKS tial10.1111.11111 4-PregglillildfN it ... .41041441111111: 111M41:- � • MANN. E I r illi y it, ONIMMIONEMOMMI INLET �i+ SCUM N'. �I 0 OUTLET , .. :i • _ Lc' 'I fr • ''OUTLET LEVEL :•-;,''�`� •a• II•I 1 .••-5 �' is _ __._ _ r '. .' —..._SCUM CLEAR SPACE —` ��;, IT y CLEAN OUT TANK 'MEN: — - —•-:-- _ — I , k1 IS 3.12 OR LESS OR _ .a J 1) B "B"IS 12"OR LESS • BLACK COLOR .; :'•...' • SLUDGE DISTINGUISHES SLUDGE ani; ;: c LAYER FROM LIQUID `l) ;c ":a • • . il� n ,... lt';� • MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK