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Home My WebLink About1997 - Septic System Approval , I g 0 CITY OF ORONO• oo 4$11 SEPTIC SYSTEM APPROVAL % ,� j��F ,� CITY of ORONO �J s• �� h Municipal Offices �' 0 0' Post Office Box .<1 k,.. t -0) Crystal Bay,Minnesota 55323-0066 _►_ _ LOCATION: 85"OWi110w Dr. N. -- — - OWNER: Ted Wolf GENERAL CONTRACTOR: SEPTIC CONTRACTOR: SITE EVALUATOR: S-P Testing REPORT DATE: July 23, 1997 The City of Orono has Approved Jul 31, 1997 your on-site system design as of y (approved-disapproved) (date) with the following comments: 4" 50NJ nn 1'70 / 7 7/i 36 ``O C_ `eohv a �14kW1; � 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. jeKkil erg -• % - CITY OF O: *NO /1 90 c 9._ 30 _ ll_ � By /4.47-;-4.--> 2.14i40Stephen We an, On-site Syms Manager g A,�1i .s l � 40- - 5-0 U TELEPHONE—473-7357•FAX-473-0510 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 May 19, 1997 — �S Ted Wolff 900 Willow Drive North sEGE s Lot 2 S 1997 Orono, Henn. Co., MN jNL On0NO 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 - LTB - LeSueur loam. The seasonally saturated soils were located at 12" to 26" (mottled soil). Due to the seasonally saturated soils, a Pressurized Mound System will need to be installed to treat septic effluent. The bottom of the treatment area must be located at least 3' above the saturated soils. The soils at a depth of 12" have a percolation rate averaging 12.7 mpi. A pumping chamber will need to be installed to lift the effluent to the treatment area. The power supply and switches must be located outside the manhole and pumping chamber in a weather proof enclosure. A warning device must be installed with a light and sound device, this is in case of a pump failure. The manifold and supply line pipe must have back drainage to the pumping chamber. The distribution pipes shall have their ends capped. Be sure the rock and sand fill material are clean. The sod layer below the 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. 1 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, due to adding more solids & fine solids passing through to the system. Excessive amounts of soaps, cleaning agents & chlorine agents may kill the bacteria needed to treat septic effluent. Additives are not recommended. Recommend to pump & clean your tanks through the manhole by a certified pumper every 2 years. Check with your pumper to set up a schedule. c -.,6 'CI Steven B. Schirmers • 2 _ -- — _ V) I +eo.� — fM I [ryy Y _ � Ba.B /"'3 eoJ I ' - xYAsaSi vPI 1 Svc r I \ I ; 7 ,)6.44aS GP so a0 S /.4., +v,.•t. PSV O`�P �� m 1.1.5\ i---,7/-741s"-L' >.,,c. '. -CNS -� -y `\ / / / -i,c �N' \� y « r J _..ve J L\ 256 1 �( 2.0 �W +96.I r1 i 0�'4_ K 30 �Ot�� t / .V1 - '1 1 p5 30i § _I �a.e _ — o + • _� \I (3..>„ V rt *Y--� 'P A V\-- \-1 -4- ) '�iGIJ Vii--) o'-c- 0 F I \. 1 Ai-c - zv1aS-117-1-1L-•^110)--1• \ ,OF-N--•_- --1 I-V oiv.-, I %->o%-)SL 41 \ i -------- I\ I -- o — o o 1•9M y -/S'90 - k — /00/ -1'IW1 '. -fa? O• .- Gol-k LP—'C^t_ ®Percolation Tests S s-\--p c_y1‘Airy,-r -vn- 1-)goo W t-\.ow Soil Borings ' i.- -/00.0 0 0 Bench Mark EAs-t srvs- t-1-ok-Ns . Note: This system is to be the Minnesoto Potlutic Chapter 7080 r: Note : Check all underground utilities �)0o W)L`. -;Z:"-V-N ) L.-VI .0 MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated Sewage Flow in Gallons per Day(g; 1) Estimated 7.S0 gpd Number TYpeTip or measured - x 1.5 = - gpd. Bedroromr le ll type n, tyre TV 2 300 22.5 180 sot. 3 450 300 218 •' B. SEPTIC TANK LIQUID VOLUMES 4 6o0 375 256 5 750 450 294 /-/a.s0 )DOD gallons 6 900 525 332 "`• 7 1050 600 370 ,dam S 1200 675 408 C. SOILS (refer to site evaluation) JSE it Ns>mba "'niman �.''� 1. Depth to restricting layer = i G 4 1ss 41V inches Bedroomsof , , 2. Depth of percolation tests = 1 a" inches `'a`' `'"`' 3. Percolation rate t7.--7 mpi 2 3 et or lea or 6 1.503 2 7S0 1,125 4. Land slope 5 % 7 or a z000 .250 3,000 over 9 Sea hg.C-6 (s 1$) D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer:A x 0.83 = iso . gpd x 0.33 sq. ft./gpd = c.,-a;, sq. ft+,°A,egy 2. Select width of rock layer (10 feet or less) = /o ft. 3. Length of rock layer = Lrea+width = Rock Bed c,<0.4 4 s q. ft. + )o ft. = c,q ft. ? � � f =r,f.f�ff4, �r:ftif41`. ffffff?� rtir1rtir1r.1ti•r�r rtir1•r\rti:.ti•:;:r•~• width < 10 ft. :r1555•55•55555•55555•5•5 E. ROCK VOLUME ~- Lente _I 1. Multiply rock area by rock depth to get cubic feet of rock; c.v 9 sq. ft. x).0 5 ft. = '-)ii cu. ft. 2. Divide cu. ft. by 27 cu. ft:/cu. yd. to get cubic yards; r)1 ce cu. ft. +27= cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; D,,-) cu. yd. x 1.4 ton/cu. yd. = ace tons. F. ADSORPTION WIDTH �-'- `- 1.'0 A Absorption W1dth Sizing Lbk 1. Percolation rate in top 12 inches of soil is_12.7 mpi Percolation Rate CarlavRm..1 Mims�, Texture inch Soil 4".:7... "''e t 2. Select allowable soil loading rate from table; Faster than 0.1 Coarse Sand 1.20 1.00 .H gpd/ft2 0.1 to 5 Sand 1.20 1.00 0.1 to 5 Fine Sand" 0.60 2.00 6 to 15 Sandy Loam 0.79 1.52 163. Calculate adsorption width ratio bydividingrock layer 31 to so Loam 0.60 2.00 rP Y 31 to 45 Silt Loam 0.50 2.40 loading rate of 1.20 gpd/ft2 by allowable soil loa.iing rate; 46 to 60 Clay Loam 0.45 2.67 1.20 gpd/ft2+ ,t_4 s gpd/ft2 = a. L,'7 . Slowe than 120 Clay - - "Soil luring 50%a mare c fine or icy fine,.and 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; -,i,,-) x 10 ft = at,.2 ft c1,9 o w 1 yx-ok3 1_o-C a G. DOWNSLOPE liTECE WIDTH 1. If landslope is b d more, subtract rock layer width from adsorption width to obtain minimum downslope dike toe al..) ft- /o ft = t '7 feet 2. Calculate Minimum.mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation feet b. Multiply rock layer width by landslope ::1°:leot:Cever to determine drop in elevation; teat RD :ed Slope Difference Separation 1.�fut 10 X S %-L 100 = feet Slope Difference _v4_ et �- Upslope width c. Add depth of clean sand for separation (2a) feet Rock Bea width at upslope edge, depth of rock layer (1 foot) to depth of _L feet Downslope wiotn cover (1 foot) to find the mound height at the upslope edge 22' "" of rock layer; ft + ift + ift = feet d. Enter table with landslope and upslope dike ratio. Select dike multiplier of 3 .3 e. Multiply dike multiplier by upslope mound height to find upslope dike width: 2.a-, x 3, = a feet f. Add depth of clean sand for slope difference (2b) at downslope edge, to the mound height at the upslope edge of rock layer (2c) to find the downslope height; 3.S ft + .3-- ft = feet g. Enter table with landslope and downslope dike ratio. Select dike multiplier of s.0 h. Multiply dike multiplier by downslope mound height to get downslope dike width: s, x W,o = o feet i. Compare the values of step G.1 and Step G.2h Select the greater of the two values as the downslope dike width; _ a o feet _ }+.2 Z UDs1oDe wfdln} j. Total mound width is the sum of z -�.fe•l 'N401' upslope dike (G.2e) width plus rock i. > > • R9c�e�e�e9 width layer width (D.2) plus a •._.o:, : t • .• / L.feet. . . . .• . . . . 'o UDf10 .w10 ..0 ela0 downslope dike width(G.21), : `••` l k ft + AD ft + a o ft = -i feet k. Total mound length is the sum of 1a1. oDwn3loo. w1Dtn rest upslope dike width (G.2e) plus rock layer length (D.3) plus upslope dike width (G.2e); )a' ft + t, ft + 1a-' ft = 9p, feet 0 4- L 3 t a0 /off Total LinQtn Downslope Upslope 3:1 4..1 5:1 &1 7:1 3:1 4.1 5:1 &1 7:1 8:1 %.bp. 0 3.0 CO 5.0 6.0 7.0 3.0 CO 5.0 6.0 7.0 8A 1 3.09 4.17 526 6.31 753 2.91 3.85 (76 5.66 654 7A1 2 3.19 4.33 534 6.82 8.14 233 3.70 454 5.36 6.14 6.90 3 3.30 4.54 5.341 7.32 8.86 2.75 3.57 435 5.8 5.79 6.5 4 3.41 4.76 625 739 972 2.61 3.45 4.17 4.34 5.46 6.06 5 333 CK03 LC _ L57 10.77 2.61 C3-11 4.03 4.62 5.19 571 6 3.66 526 7.14 9.38 12.07 2.54 3.23 3.85 4.41 4.93 5.41 7 333 5.56 7.69 1034 13.73 248 3.12 3.70 all 4.70 5.13 8 3.95 558 8.33 11.54 15.91 2.42 3.01 3.57 4.05 4.49 438 9 4.11 6.25 9.09 13.04 18.92 236 2.94 3.45 3.90 4.30 465 10 429 LC 10.0 15.03 2333 231 286 333 3.75 4.12 4.44 11 4.48 7.14 11.11 1745 30.43 226 278 313 3.61 3.95 416 12 4.69 7.69 1250 21.43 4375 2.21 270 3.12 3.49 310 4.08 F-17 PUMP SELECTION PROCEDURE E}X) PERFORATION CF A PERFORATED LATERAL A. Determine pump capacity: Gr... Gravity Distribution „3` ' T,P.e,I '4a." 1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of • L�. a G7:41:we.k(w'av water use rate. • .."7"S.a Lqr Ie.I a,. .w..e...a 2. Maximum suggested for delivery to a drop box of a home system is 2,700 47,- ;....7,-..... P."..":"P."..":"C.".4"e.,.."'", MN GM Icer Teo gallons per hour(45 gpm)to prevent build-up of pressure in drop box. '.,.,,,s - LI L...I le Eaas Id el Rocs LOW Pvter"r/..LLL l d of Pressure Distibution «,Sand Lae.C� Lae. B."."'«L.'•.' 3.a. Select number of perforated laterals 3 v b. Select perforation spacing= 3 feet. -7 Oder.Sell Properly sca"Ia Before Plod,.,S.M Loy.r c. Subtr3ct 2 ft. from the rock layer length. Rock lam logy -2 ft.= (A,o feet. d. Determine the number of spaces between perforations. Length pert.spacing=SIL ft.+ 3 ft.= spaces Required Perforation Discharge e. �-A, spaces+ 1 = a,3 perforations/lateral in gallons per minute(gpn) f. Multiply perforations per lateral by number of laterals to ?/3a l.v,,44DischugHead amai., "F'1 eget total number of perforations. w� x �„ ,IQ.1= (eci perforations. (feet) X32 g. x _ =3` gpm. 1.0a CMED 0.74 SELEC i U.)PUMP CAPACITY 35 gpm 2.Ob 0.80 1.04 B.Determine head requirements: a. Use for single family homes 1. Elevation difference between pump and point of discharge. b.Use for all other applications IS feet 2. If pumping to a pressure distribution system,five feet for pressure required at manifold if gravity system,zero. 5 feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Pipe Length i Read friction loss in feet per 1(X)feet from table. Point of Discharge F.L.= , la ft./100 ft of pipe - ,,ss b. Determine total pipe length from pump to discharge = --4 ' Elevation Difference point. Add 25 percent to pipe length for fitting Pump _7D loss,or use a fitting loss chart. Equivalent pipe length- 1.25 times pipe length= ) / O x1.25 = ) 3 ( feet F-18b c. Calculate total friction loss b multi 1 n 1.5 inch 2.0 inch 3.0 inch Y P Yi g grim Friction loss pa I OO R of pipe friction loss in ft/100 ft by equivalent pipe length. 10 0.69 0.20 Total friction loss= a r Le x 13 5S +100= L-1' feet 12 0.96 0.28 4. Total head required is the sum of elevation difference, 14 1.28 0.38 special head requirements,and total friction loss. 16 1.63 0.48 18 2.03 0.60 20 2.47 0.73 0.11 s + + 1-1 25 3.73 1.11 0.16 (1) (2) (3c) 30 5.23 1.55 0.23 35 7.90 2.06 0.30 40 11.07 2.64 0.39 TOTAL 1-LEAD a feet 45 14.73 3.28 0.48 50 3.99 0.58 C. Pump selection 60 5 .60 0.82 1. A pump must be selected to deliver at least 3, gpm (Step A) with at least ay feet of total head (Step B). Wolff soil borings cont'd. BORING NUMBER 10- EIev.91.0 - No frost - MOTTLED SOIL AT 1' - standing water present in boring at 3'4", 20 hours after the boring. 0 - 12" Topsoil dark brown loam 12" - 20" Rusty dark gray brown clay loam 20" - 48" Rusty olive brown clay loam 48" - 60" Rusty olive brown loam BORING NUMBER 11- Elev.91.5 - Frost 2" - MOTTLED SOIL AT 1'2" - standing water present in boring at 3'4", 20 hours after the boring. 0 - 10" Topsoil dark brown loam 10" - 14" Gray brown loam 14" - 22" Rusty gray brown clay loam 22" - 44" Rusty olive brown clay loam 44" - 60" Rusty olive brown loam BORING NUMBER 12- Elev.90.3 - Frost 4" - MOTTLED SOIL AT 1'2" - standing water present in boring at 2'10", 20 hours after the boring. 0 - 14" Topsoil dark brown loam 14" - 22" Rusty very dark gray clay loam 24" - 44" Rusty olive gray day loam 44" - 60" Rusty olive brown loam BORING NUMBER 13- Elev.81.1 - Frost 2" - MOTTLED SOIL AT 1'4" - Standing water present in boring at 3', 19 hours after the boring. 0 - 12" Topsoil dark brown loam 12" - 16" Gray brown loam 16" - 38" Rusty gray brown day loam 38" - 60" Rusty olive gray sandy loam 2 wolff soil borings cont'd. BORING NUMBER 14- Elev.78.1 - Frost 2" - MOTTLED SOIL AT 1'8" - Standing water present in boring at 3'2", 19 hours after the boring. 0 - 12" Topsoil dark brown loam 12" - 20" Brown clay loam 20" - 42" Rusty olive brown clay loam 42" - 52" Rusty olive brown sandy clay loam 52" - 60" Rusty olive brown loam BORING NUMBER 15- Elev.79.2 - Frost 2" - MOTTLED SOIL AT 2'10" - Standing water present in boring at 3'11", 19 hours after the boring. 0 - 12" Topsoil dark brown loam 12" - 16" Dark brown clay loam 16" - 26" Brown clay loam 26" - 38" Rusty olive brown clay loam 38" - 60" Rusty olive brown loam BORING NUMBER 16- EIev.78.6 - Frost 4" - MOTTLED SOIL AT 1'8" - Standing water present in boring at 3'2", 19 hours after the boring. 0 - 10" Topsoil dark brown loam 10" - 20" Brown clay loam 20" - 34" Rusty olive brown clay loam 34" - 52" Rusty olive brown loam 52" - 56" Rusty olive gray sandy loam 56" - 60" Rusty olive brown loam 3 Wolff soil borings cont'd. BORING NUMBER 17- EIev.82.2 - Frost 4" - MOTTLED SOIL AT 1-1/2' - Standing water present in boring at 3', 19 hours after the boring. 0 - 12" Topsoil dark brown loam 12" - 18" Dark brown clay loam 18" - 22" Rusty dark brown clay loam 22" - 40" Rusty olive brown clay loam 40" - 60" Rusty olive brown loam BORING NUMBER 18- Elev.82.4 - Frost 4" - MOTTLED SOIL AT 1-1/2' - Standing water present in boring at 3', 19 hours after the boring. 0 - 10" Topsoil dark brown loam 10" - 18" Brown day loam 18" - 46" Rusty olive brown clay loam 46" - 60" Rusty olive brown loam 4 CERTIFICATION NO.627 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc. on 12-20-95starting at 9:08am.. Test hole location Mathewson, 900 Willow Dr., Orono. Test hole number 1a Date test hole was prepared 12-19-95. 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 is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 12-19-95. 2:00pm. 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, Drop in water level, Percolation rate, Time Time interval min inches inches minutes per inch Remarks 8:58 prefill 6 9:08 9:38 6 5-1/2 5.5 30 min 9:49 10:19 6 5-1/2 5.5 30 min 10:20 10:50 6 5-1/2 5.5 30 min Percolation rate=5.5 minutes per inch. CERTIFICATION NO.627 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc..on 12-20-95 starting at 9:09am.. Test hole location Mathewson, 900 Willow Dr..Orono.. Test hole number 14 Date test hole was prepared 12-19-95. Depth of hole bottom 1a 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 is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 12-19-95.2:00pm. 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, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 8:58 prefill 6 9:09 9:39 6 5-1/2 5.5 30 min 9:48 10:18 6 5-1/2 5.5 30 min 10:21 10:51 6 5-1/2 5.5 30 min Percolation rate=5.5 minutes per inch. CERTIFICATION NO.627 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing.Inc. on 12-20-95 starting at 9:10am.. Test hole location Mathewson,900 Willow Dr„Orono. Test hole number 15 Date test hole was prepared 12-19-95. 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 is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 12-19-95.2:00pm. 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. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 8:58 prefill 6 9:10 9:40 6 5-1/4 5.7 30 min 9:47 10:17 6 5 6 30 min 10:22 10:52 6 4-7/8 6.2 30 min Percolation rate=6.0 minutes per inch. CERTIFICATION NO.627 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc,on 12-20-95 starting at 9:11 am. Test hole location Mathewson, 900 Willow Dr.,Orono. Test hole number 16. Date test hole was prepared 12-19-95.. Depth of hole bottom 12 inches Diameter of hole C 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 is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 12-19-95,2:00pm. 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. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes pr inch _ Remarks , 8:58 prefill 6 9:11 9:41 6 3-15/16 7.6 30 min 9:46 10:16 6 3-3/4 8 30 min 10:23 10:53 6 3-3/4 8 30 min Percolation rate,=7.9 minutes per inch. CERTIFICATION NO.627 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc. on 12-20-95starting at 9:12am. Test hole location Mathewson, 900 Willow Dr.,Orono. Test hole number 17. Date test hole was prepared 12-19-95. 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 is knifeDepth of gravel in bottom of hole is 2 inches Date and hour of initial water filling 12-19-95,2:00pm. 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, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks ___ 8:58 prefill 6 9:12 9:42 6 5-1/2 5.5 30 min 9:45 10:15 6 5-1/2 5.5 30 min 10:24 10:54 6 5-1/2 5.5 30 min Percolation rate=5.5 inutes per inch. xn CERTIFICATION NO.627 PERCOLATION TEST DATA SHEET Percolation test readings made by$-P Testing.Inc, on 12-20-95 starting at 9:13am. ' Test hole location Mathewson. 900 Willow Dr., Orono. Test hole number l$Date test hole was prepared 12-19-95. Depth of hole bottom 12.inches Diameter of hole C 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 is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 12-19-95,2:00pm. 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, Drop in water level, Percolation rate, Time Time interval,min inches inches , minutes per inch Remarks 8:58 prefill 6 9:13 9:43 6 5/8 48 30 min 9:44 10:14 6 5/8 48 30 min 10:25 10:55 6 5/8 48 30 min __ Percolation rate=48.0 minutes per inch. • F-8 { N I .-fi REDWOOD, CEDAR OR WATER TIGHT a LOCKABLE ELECTRIC BOX—. TREATED POST (4 x 4 min) . PLUGS OR ELECTRIC CONNECTIONS-- BALL ELECTRIC CONNECTIONS MADE 2" PVC CONDUIT SCHEDULE 80 INSIDE BOX MANHOLE COVER CHAINED B LOCKED 6"SPPACE LOOP P OF POWER CORD FOR SEALED MANHOLE RINGS ENT L.FINAL GRADE4xv,.` _____J• .,war 1 P 4 ' _— AT LEAST 12 UNION ,v BELOW GRADE ",... d.4-z-1--WIRE FROM POWER SUPPLY *--4" PIPE IS LAID ON A UNIFORM SLOPE FROM • ' '11' I /�• FOR PROPER NDRAINBACK IL TREATMENT MEA SEALED TANK COVER IF PIPE AT TANK MUST BE LOWER THAN ' UNION. TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN III A I/4 INCH WEEP HOLE MUST BE USED WITH ANCHOR — WEEP HOLE ALARM FLOAT ON SEPARATE �,II ELECTRICAL CIRCUIT ill NOTES: ELECTRICAL WIRE FROM POWER SUPPLY SIA.RT EVIL 9_ �_ _�N.__. MUST NOT RUN OVER ANY TANKS BUT r MUST BE LAID BESIDE OTHER TANKS " `\ i' AND MUST BE PLACED IN CONDUIT ALONG POST -- SHUT-Q_EF_LEYE SHUT-OFFJ.,EYEL — • ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND PUMP CONTROL FLOAT • �i> CONTACT. 1000 Figure F-8 - METAL COVER 4t., ..k, C-------D --.1(;: - Witic" - '1'. -- • 7 '1 .fiCONCRETE +MANHOLE RING . METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figure C-14 1 &VERTICAL SIDEWALL SEPTIC TOIK ,i--FINISHED GRADE -AT LEAST 6"TO 12" SOIL AT LEAST 4» DIA. t -COVER 4" DIA.— , MIN FAT LEAST I" AT LEAST I" A DIMENSIONS FOR_TANKS WITH VERTICAL SIDES A -- t Tj WIDTH, W 24- MINIMUM A 11 _ I LENGTH' L 2 TO 3 TIMES THE _WIDTH DIAMETER 60" MINIMUM 4 L B DEPTH, D 30' MINIMUM; 764 MAXIMUM C A 0.2 D __ _ 4 r .-- _ AT LEAST g 6" MINIMUM• 0.2 D MAXIMUM C 0.4 0 --- ----- ----AT LEAST 4 FEET---- -- ----1 NOI E S: • I. SNI11NlY TEES AT IPAST I RICHES IN Ov.L*EIFD r. AW01O1 E COVERS SI'ALL IIF.LOCATED WI11114 12.INCHES, 2. 1IIERESIW I. !Aso ONE TANI POLES,20'LF AST IF T1 IE IW4IKXE IS Will IN 6I%NCI OF 111E SUIVACE • DITIf tSJDN N40LOCA1FO Yn111N 6 FEET Cf ALL TA+K 11ECCJVEI1AUS I DESECUED 70PfEVCt11 ACCESS. • WALLS 5. SECAM1 PON DISTANCE D✓`TWEEN END OF MET PPE AND 3. AN rSI•E C t C44rIrE OF AT LEAS 14 kNCIIES DIAI.If_1 En NEADE STI'ONI ON ONFLEWALL UE NO LESS II IAN 61NCIIES On AwJl101E SI✓11.L RE lCCA1E0ENEn DolH1I£"LET OR NO MOnE T1WI 12 NCI IES ))CUTLET DEVICES.1HE CEJII E11LNC OF II r It4SPEC14CIT 6. F041 IC46ZON IAL CYLITMCAL TANKS DIMENSION MS 0.1,0 PY'ES SI LALL DE 711E SAL AS 11IE CCNICn I INF OF 114E AND DR.E..NSION C IS 0 35(1. 4 BAFFLE OPENING'S O11 SN41INIY ICES.A Iloilo 44511C ION ME LUST FE I.00SI LU EC IwEEN 11 IE MEI ANTI Owl ET DN FIES. PENCIL T� KS Oi+l1a1�■�� effillfiliWai. A r-> w� • 6 I `u. ; it �Rt■'... . 20_ ,r, •• MANHOLE111 i, INLET . •� ., 1"� _ -+tr'' 11:9. • OUTLET �•'r',,OUTLET LEVEL 7 , I 1 .�'111111Y —._— SCUM CLEAR SPACE--: • J-;, I y CLEAN OUT TANK WHEN: �� 71" IS 3" OR LESS OR . – _• — – — e IN L B "B"IS 12"OR LESS ,4;,;.;::............' :.` • ..• ... BLACK COLOR V' t. '1 ••+'••••" : ' S•LUDGE DISTINGUISHES SLUDGE sf .r( ,::.0.•.,c,: .• • . ,..,' ,, LAYV FROM LIQUID • ..:'ir" y •A:.S+::• •LWT,; V Yl MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK