The URL can be used to link to this page

Home My WebLink About1995-07-25 Septic System Design ReportS -P TESTING, INC. Steven F-. Schirmers — ';APCA Cert No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 49'r 3&66 July 25, 1995 Mike Hilbelink Lot 2, Block 1 Rosch Addition Orono, Henn. Co., MN This On -Site Sewage Treatment System is Designed for a Type 1, five bedroom home Designed in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The soils on this site are a clay loam. A Seasonally high water table was located at. 14" to 22", (mottled scil). Due to the seasonally high water table, a Pressurized Mound System will need to be installed. The bottom of the rock bei must be located at least 3' above the seasonally high water ta:)le. The soils at a depth of 12" have a percolat.Lon rate avera,3ing 9.8 min/inch. A pumping chamber will need to be installed to lift the effluent 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. All neighboring wells are located greater than 100' away from the proposed treatment area. CONT'D Lot 2, Block 1 Rosch Add. 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 into the septic tanks. Garbage disposals are not recommended. 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 tank through the manhole by a certified pumper eve:ry year if you have 1 tank and every 2 years if you have two tanks. i C/- Steven B. Schirmers SBS/ds 91A N c z A IJ (A o m 4 n 3 � n • � _ (p LS O I I• — is n !1 `� B •s o "u i oAN p d C n � cr. n v r= _ .n n 3 c� nN C � JI o N r o m' Ci II hry u s +, n •u I' 3 J 1 C 0.o cr: 0 w o �_ c ci p " W �M a CL.. a p $ N •o a �• 3 v� o ra `'� ? D r• � �r Ir I �• Y � o S ro o x I Q II A n n x ^. 0 rd + r U + Fj to A L. (� i N A g 7 IU W y � f1 m i A n 0 G zf z xxx� 2 rr"„=r rn mmrnm zo prrI. r i r f r r Q ` O V L � U y ooi`�h�r Vi•C in t a� N I u L^ _ O i 4l J W y � f1 7 i n G Til e 19 IO - C, N w I� I� IO ►� J�33 —v£ v a ry o 7v Vi•C in ro �� N a.. L^ _ O � � I gz fo � y. L n Er N F� o J� •� rS .o 0 U_ $ ca a O o •+ X r - D U n N xN A " wig? oKN m Qb M R V -04 O yN G A' w N fb Zi O v P�•Q u to par N opo a A ,- 1� 4k i t jw 2,111. t7 2 7) m ' 3 .rD1(;d (A m � I ci 9 � Q �X Q o A Z / o � I - ,- 1� 4k i t jw 2,111. t7 2 7) m ' 3 .rD1(;d (A m � I r 0a Jos ci 9 � Q �X Q o tin / r 0a Jos MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLUV Filim.ud SeNp M& m c.ttM rQ Day (Spo Nunbv c �� w. �.... , r' Estimated „ gpd or measured x 1.3 = gpd. t]&* gyp` 7 tr Trs� III n' B. SEPTIC TANK LIQUID VOLUMES 2 4 300 6 o 275 375 ]so 256 .o. ;- 1 r r gallons 6 9011 525 332 .�_. w Loam 7 1410 600 370 •~ �� 2.40 46 to 60 120D 673 �0{ 61 t0120 C. SOILS (refer to site evaluation) 024 3A0 Slower than 120 CL 1. Depth to restricting layer = inches rr+. t w .� w"' 2. Depth of percolation tests = inches � `100 2344 750 1.125 3. Percolation rate ''• mpi 4. Land slope �l0 1� ]� 7 w g 2.= law OWN S"aLCi (c 1.5) D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 = _3cgpd x 0.83 sq. ft./gpd = (,ate sq. ft. tio =L4r4" 2. Select width of rock layer (10 feet or less) 3. Length of rock layer = area width = Rock Bed 1 LJ sq. ft. + i h. q_ ft. iff dth 510 ft F- ROCK VOLUME Lang 1. Multiply rock area by rock depth to get cubic feet of rock; !�w sq. ft. x r, ft. _ - 21 K cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; n i �c cu. ft. + 27 = a 1) cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; cu. yd. x 1.4 ton/cu. yd. = `? v tons. F. ADSORPTION WIDTH LLA 4( 1..01? w1 I. Percolation rate in top 12 inches of soil is w, mpi 2. Select allowable soil loading rate from table; gpd/ft2 3. Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20 gpd/ft2+ -; gpd/ft2 = , v 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; x i ", ft= ft .J P.•d.�mR.r tws■,r. .c• Soil Texture c �� w. �.... , r' Faster than 0.1 Couse Sand 120 1 0.1 to 3 Sand 120 100 0.1 to 3 Fine Sand- 0.60 2.00 6 to 15 5WWy Loam 0.79 1.52 16 to 30 Loam 0.60 2.00 31 to 45 Silt Loam 030 2.40 46 to 60 Cla Loam 0.45 2.67 61 t0120 Clsy 024 3A0 Slower than 120 CL -- -SW tic""s Rme" of fim O•!yr-E .J G. DOWNSLOPE DIKE WIDTH 11 I. If landslope is 3% or more, subtract rock layer width from L)OWRIJOPI 11 adsorption width to obtain minimum downslope dike toe 71 ft- ft=_feet 41 2. Calculate Minimum mound size based on geometery: 41 a. Deteradne depth of clean sand fill at upslope edge of rock W layer: Separation - feet b. Multiply rock layer width by landslope I lost cover to determine drop in elevation; ' Itet 1e/ •' SlapeDijfererrce Si.tlr.11e. +•� f.te X- ''o y 100 = feet SI•.• Olff•r..e1 •'- t _ U11216041 N+/ln c. Add depth of clean sand for separation (2a) L reel Rocr old w+etn at upslope edge, depth of rock layer 0 foot) to depth of - teel Down110De Width cover (1 foot) to find the mound height at the upslope edge "? +"t of rock layer; 70 ft + lft + lft = feet 40 d. Enter table with landslope and upslope dike ratio. LO Select dike multiplier of 3 .:�'t ID e. Multiply dike multiplier by upslope mound height ]A4.17 to find upslope dike width: ? ." x v. n _ I Z feet 531 f. Add depth of clean sand for slope difference (2b) at I'm downslope edge, to the mound height at the upslope edge Jim of rock layer (20 to find the downslope height; Sl. 1.0 ft + , y ft = q •1 feet 741 g. Enter table with landslope and downslope dike ratio. 7.3e Select dike multiplier of SSL h. Multiply dike multiplier by downslope mound height III to get downslope dike width: 4.3 x = 'a 2, feet 170 i. Compare the values of step G.1 and Step G.2h Select the 5.11 greater of the two values as the downslope dike width; via, 4+901 _ 13D Z feet 111♦ {Yla. Total mound width is the of l' sum SN :f �,.upslope dike (G.2e) width plus rock lilt layer width (D.2) plus �.,,:;:,;,„ �� `••' ;;; downslope dike width(G.2i) SN i h + ft + ft feet GAl k. Total mound Iength is the sum of £ ti� °'"""'•"'+•'•> x'.�y"�n 'i'' upslope dike width (G.2e) plus rock laver A length (D.3) plus upslope dike width (G.2e); t ft + ft + ft = feet 146 - - _-I Ili 74 4.11 Total 1e.1111 11 U L)OWRIJOPI 11 663 71 1.1 41 5.1 41 7.1 W 0 ]D LO $A LO 70 1.0 40 SA LO 70 ID 1 ]A4.17 531 1631 I'm 21L Jim 476 Sl. LSI 741 I 7.3e 416 SSL LQ III 2AI 170 LSl 5.11 L1{ 4+901 13D 4.11 SN 713 lilt 275 19 us SN S.7e GAl 741 llt L3 7A 0.11 21i 146 4.17 4.11 S ILLO/ S 733 Sm LO LV Ion 241 &W 442 3 it 571 L I/L Si 7.11 f31 1107 2.b1 Jn )AS 441 1113 $41 7 1N SSi 71. 1031 1711 1Y 113 320 421 4.70 $13 1 ).SS Sjo 111 I1S1 Isit 14.2 lm S7 7 4.01 {M /Jr / 1111 L21 9O1 1101 1 Lel LU 1% 3 d 1a L M .4i 10 /a Le I" 1500 23.13 231 2i 711 L75 4.12 441 11 1497.11 11.11 17AS 1013 2U 2.71 3a 1111 1.0 ca 12 1M70 1134 21.0 417S 2.21 170 312 141111 7N Am 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 Distibution 3. a. Select number of perforated laterals b. Select perforation spacing = -Z feet. C. Subtract 2 ft. from the rock layer length. �- 2 ft.= - feet d. Determine the number of spaces between perforations. Length perf. spacing = r'. ft. + _� ft. _ Z spaces e. ''J? spaces + I = o -7 perforations/lateral f. Multiply perforations per lateral by number of laterals to 1) g. Ztotal number of perforations.... x , perforations. x �� gpm.. =pm. SELECTED PUMP CAPACITY 71�p- gpm B. Determine head requirements: 1. Elevation difference between pump and point of discharge. �'� feet 2. If pumping to a pressure distribution system, five feet for pressure required at manifold if gravity system, zero. feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from table. RL - -, -'- ft/100 ft of pipe b. Determine total pipe length from pump to discharge point. Add 25 percent to pipe length for fitting loss, or use a fitting loss chart. Equivalent pipe length -1.25 times pipe length = : r x 1.25 = -t feet c. Cakulate total friction loss by multiplying friction loss in ft/ 100 h by equivalent pipe length. Total friction loss a • 'u x ? - L- +100 - q feet 4. Total head required is the sum of elevation difference, special head requirements, and total friction loss. + C +C7 (1) (2) (30 TOTAL HEAD `/ feet G Pump selection 1. A pump must be selected to deliver at least .ec7_ gpm (Step A) with at least ? v feet of total head (Step B). F-17 0o POWD TWN Or • rveroPI.Trp LATrra,L r- .. � Lffift 1`00 L/M • ' Y� IAS �1 � � w wY two tr.. w M rL.W /Vorwr LMEM1r o1 Yrphone I -d 1. M�1 ttaquUW Perfaaaon Diqehaeta ui plknu pw aws to (apmJ' Had 0.20 no rr ((feet 0.% 0.21 1.0a 0.56 0.74 2.Ob 1 0.80 1.04 a. Use for single family homes b. Use for all other applications Pipe L=gth AZY 1]evadm Dit[ererdw P /ao 0 F -11b 1.5inch 2.0 inch 3.0 inch fpm tiHwr.r.Iaont„. 10 0.69 0.20 12 0.% 0.21 14 1.21 0.38 16 1.63 0.48 11 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 3.21 0.41 50 3.99 0.52 55 4.76 0.70 60 5.60 0.82 L-13 CERTIFICATION 4 00627 1,ogs of Soil Borings Location or Project Lot 2, Block 1, Rosch Add., Orono Borings made by S -p Testing, Inc. Steve Schirmers Date 7-21-95 Classifiction System: AASHO USDA -SCS X Unified Other Auger used (check Lwo): hand X or Power Flight or Bucket_ X Depth, Boring number 21 Depth, Boring number 22 in feet Surface elevation 1026.8 in feet Surface elevation 1020.5 J- 0 - --- Topsoil dark brown 0 - 6" _ Brown clay loam 0 - 10" loam 1 clay " 1 - 6" - 1'2" -MOTTLED 1'2' YMM 10" - 1'4" -MOTTLED 1' Rusty olive brown 2 _ clay loam 114" - 214" 2 - Rusty olive brown clay loam Rusty olive gray silty clay 3 - 214" - 3' loam 3 - 1'2" - 314" Rusty olive gray silty loam 3' - 3'8" Rusty olive gray loam 4 - 4 - Rusty olive brown loam 5 - 318" 5' 5 - 3'4" - 51 6 - 6 - 7 - 7 - 8 - 8 - End of boring at 51 feet. Standing water table: present at feet of death, hours after boring. Not present in hole X Mottled soil: Observed at 1'4" 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 1'2" feet of depth. Not present in yule Comments: CERTI FICATIOt: 012b27 [.ogS of _ Soil 13orinc Location or Project Lot 2, Block 1, Rosch Add., Orono Borings made by S -P ?esting, Inc. Steve Schirmers [gate Classifiction System: AASHO ; USDA -SCS X ; Unified L-13 7-21-95 ; Other Auger used (check two): Hand X , or Power , Flight , or Bucket X Depth, Boring number 19 _ Depth, Boring number 20 in feet Surface elevation Io25.8 in feet Surface elevation 1027.9 J - 0 Topsoil dark brown loam - Topsoil dark brown loam 0 - 8" Prown clay loam "- ■ 8 - 1'4" -MOTTLED 14 1 _ 0 - 1' 1 _ Brown 1, - 1,4„ clay loam gjgdy 1'4" - 1'10" -MOTTLED 1 f$vn 10" 2 _ 2 - Rusty olive brown clay loam Rusty gray brown sandy clay loam - 1'4" - 3' 1'10" - 314" Rusty olive brown loam Rusty olive gray clay loam 4 - 314" - 412" 4 - Rusty olive gray 3' - 4-1/2' Rusty olive gray silty loam 5 - 412" - 5' 5 - 4-1/2' - 5' loam 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 1'10" 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 11411 feet of depth. Not present in hole Comments: L -LJ CERTIFICATIOIJ a U06z7 Log., of Soil f3orinc3s Location or Project Lot 2, Block 1- Roerr, Add., Orono Borings made by ___�-P 7estinq Inc. Steve Schirmers Date 7-21-95 Classifiction System: AASHO USDA -SCS X Unified Other Auaer used (check two): Hand X or Power Flight or Bucket X Depth, Boring number 23 Depth, Boring number 24 in feet Surface elevation 1022.1 in feet Surface elevation 1019.9 J - — 0 - -- Topsoil dark brown Topsoil dark brown loam loam 1 0 - 112" 1 0 - 114" -MOTTLED 184" Brown clay luam Rusty gray brown clay loam 1'2" - 1'10" -MOTTLED 1'1 2 - 1'4" - 21 2 - Rusty olive brown Rusty olive gray clay loam clay loam 3 - 1110" - 3'2" 3 .. 2' - 3'8" Rusty olive b_rcwn loan 4 -4 - Rusty gray silty 312" - 414" loam Rusty olive gray sandy loam 414" - 5' 5 - 3'8" - 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 ` Mottled soil: Observed at 1'10" 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 1,4" feet of depth. toot present in hole Comments: CERT.400627 PERCOLATION TEST DATA SHEET Percolation tcstreadinesmade bv S—P Testing, Inc. 3•m• on 7-7 --95 starting at 1 2 - 57 'J."'I MD Tcst hole location Lo -t 2 ,131 k . 1, Rosch Add,, Hole number 19 Date hole was prepared 7— 21-9 5 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 srratching sidewall Knife Depth of gravel in bottom of hole_ � inches 7-21-95 3:OOpm 12 Date and hour of initial water filling , Depth of initial water filling inches above hole bottom Method usea to ma -main at least 12 in "es 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, Remarks minutes per inch - 9.8 30 min 11 II N II N 2 : 0 1 Percolation rite = 9 _11 --minutes per inch. CERT.;00627 PERCOLATION TEST DATA SHEET Percolation test readines ntadeby S—P Testing, Inc. on 7-22-95—staninoal 12 3. Test hole location Lot2,B1k.1,Rosch Add. 20 7-21-95 .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 — 8" Topsoil dark brown loam 8" — 12" Brown clay loam Method of scratching sidewall Kni fe Depth of gravel in bottom of hole 2 inches Date and hour of initial water filling — 21— 15 ' ; gg 12 ti of initial water filling- inches above hole bottom Method uses to maintain at least 12 inches of water depth in hole for at !east 4 hours Automatic siphon , Maximum water depth above hole bottom during tesr 6 inches ime Time interval, minutes ,'Measurement, inches Drop in water level, inches Percolation rate. Remarks minutes per inch 12:40 Prefill 6 12:53 1:23 3-3/8 8.9 30 min 1:28 1:58 3-1/4 9.2 2:01 2:31 3-1/4 9.2 Percolation rate = 9 • 1 minutes per inch. CERT. 7#00627 PERCOLATION TEST DATA SHEET S—P Testing, Inc. 7-22-95 12:54 3.m. Percolation test readings made by g on starting at d+Nl Test hole location Lot 2 , B1 k . 1, Rosch Add. Hole number 21 , Date hole %vas prepare] 7-21-95 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 hiethod of scratching sidewall Knife Depth of gravel in bottom of hole inches 7-21-95 3:OOpm 12 Date and hourof initial water filling 11 Depth of initial water filling inches above hole bottom Method urea 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 inches ime Time interval, minutes Measurement. inches Drop in water level, inches Percolation rate, minutes per inch Remarks Water rem ining in test hole 12:54 1:24 6 1-1/2 20.0 30 min 1:27 1:57 11 2:02 2:32 Percolation rate = 20-0 minutes per inch. CERT.n00627 PERCOLATION TEST DATA SHEET S—P Testing, Inc. 7-22-95 0 12:55 3. m. Percolation test readines made by on stanin_ a Test hole location Lot 2 , B 1 k . 1, Rosch Add. Hole number 22 Date hole was prepared 7-21-95 Depth of hole bottom 12 _inches. Diameter of hole 6 inches Soil data from test hole: Depth, inches Soil texture 0 — 6" Topsoil dark brown loam 6" — 12" Brown clay loam Method of scratching sidewall Kn i f e 2 Depth of gravel in bottom of hole inches o Date and hour of initial water filling 7-21-9 5 , Deptfi bfinitial water filling 12 inches above hole bottom Method uses 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 imeinterval, Time minutes Measurement, inches Drop in water level, inches Percolation rate. minutes per inch Remarks Water rem ining in test hole 12:55 1:25 6 2-1/8 14.1 30 min 1:26 1:56 2:03 2:33 Percolation rate = 14.1 minutes per inch. CERT.;00627 PERCOLATION TEST DATA SHEET 2.m. Percolation tcst readines made b%, S—P Testing, Inc. on 7-22-95 startinga 2:56 rn Test hole location Lott,Blk.l,Rosch Add. .Hole number 23 Date hole��asprepared 7-21-95 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 Methodof scratching sidewall Knife 2 Depth of gravel in bottom of hole inches Date and hour of initial water filling 7-21-95. l3iA dYtnitial water filling_ 12 inches above hole bottom Method usea 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 12:40 prefill 6 12:56 1:11 of 5 3.0 15 min 1:31 1:46 to 4-7/8 3.1 " 1:51 2:06 4-3/4 3.2 " Percolation rate = 3 • 1 minutes per inch. CERT -#00627 PERCOLATION TEST DATA SHEET a.m. Percolation tcstreadinesmade by S—P Testing, Inc. on 7-2 —9S staning7.57 Test hole location Lott , Blk .1, Rosch Add. Hole number 24 Date hole was prepared 7-21-95 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 Knife Depth of gravel in bottom of hole 2 inches 7-21-95 3:00pm 12 Date and hour of initial water filling 1, Depth of initial water filling inches above hole bottom Method usea 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 tesr inches ime Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 2:57 1:12 If5-1/2 2.7 15 min 1.30 1:45 1.50 2.05 Percolation rate = 2.7 minutes per inch. r•r SANDY LOAM SOIL----) LAYER OF GEOTEXTILE " FABRIC OR **K* Es–OF ; PIPE FROM PUMP - —� `: • •j ' �� / ' CAN2'W LEOCK 'i 6' TOPSOILor • �•, � � ITS _" 3 6ROkEER N Y eA R11 I LAYER LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE PERFORATIONS SPACED 36- END ON CENTER. VOW- 1N VIEW on /4"Av BE Ia:��l;_ 1 PERFORATIONS ON BOTTOM OF PLASTIC PIPE ACWd A/ION �z'MP7� D I IN."PEA iROMaAPU M"1 END CAP \�0.00A IED EAIERA v . rc POPE FROM ' `6o6rN LOAMY SAND CAP Lm'ER OF GEOTEXTILE FABRIC PERFORATED LATERAL GRASS COVER 6 INCHES TOPSOIL :LEAN SAND FILL MAXIMUM SLOPE TO I -WAN E 2N RONCHEi a' TOPSOIL PLOWEO OR T� p DISKED SURFACE uBSO1L CROSS SECTION A - A �- PIPE FROM r PUMP=NG CHAMBER - PERFORATED LATERALS - BED AREA to i o INCHE�'. INCHES- DIKE—�OMAEX T---I---DIKE—: TOTAL WIDTH -� END PERFORATION OF A PERFORATED LATERAL wr► Ca.w • Lew go" Lftw • I�Itiof ioNnN4 FmMk hrlw• P«Ir Ir. Cledr Nrw«wwr w» Mw �N „_ q• Y LNN W N ldp N RMA LNM Fellw Ove. LAIN N Clow fMA Lmyw Mlles M LoIMM pIpIIN feu nyrl{ lsa/1.N PERFORATED LATERALS DIVERSION FOR J SURFACE wA7ER 6ROkEER N Y eA R11 I LAYER LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE PERFORATIONS SPACED 36- END ON CENTER. VOW- 1N VIEW on /4"Av BE Ia:��l;_ 1 PERFORATIONS ON BOTTOM OF PLASTIC PIPE ACWd A/ION �z'MP7� D I IN."PEA iROMaAPU M"1 END CAP \�0.00A IED EAIERA v . rc POPE FROM ' `6o6rN LOAMY SAND CAP Lm'ER OF GEOTEXTILE FABRIC PERFORATED LATERAL GRASS COVER 6 INCHES TOPSOIL :LEAN SAND FILL MAXIMUM SLOPE TO I -WAN E 2N RONCHEi a' TOPSOIL PLOWEO OR T� p DISKED SURFACE uBSO1L CROSS SECTION A - A �- PIPE FROM r PUMP=NG CHAMBER - PERFORATED LATERALS - BED AREA to i o INCHE�'. INCHES- DIKE—�OMAEX T---I---DIKE—: TOTAL WIDTH -� END PERFORATION OF A PERFORATED LATERAL wr► Ca.w • Lew go" Lftw • I�Itiof ioNnN4 FmMk hrlw• P«Ir Ir. Cledr Nrw«wwr w» Mw �N „_ q• Y LNN W N ldp N RMA LNM Fellw Ove. LAIN N Clow fMA Lmyw Mlles M LoIMM pIpIIN feu nyrl{ lsa/1.N REDWOOD. CEOR WATER 7IGIIT 9 LOCKABLE ELECTRIC BOX—� TREATED � POSTDAR 4 „4 min) PLUGS OR ELECTRIC CONNECTIONS - l-1 51DEL EBOXRIC CONNECTIONS MADE 2' PVC CONDUIT SCHEDULE 90 6•SPACE OFPOWER CORD FOR MANHOLE COVER CHAINED 8 LOCKEDT SETTLEMENT SEALED MANHOLE RINGS -� �, [LOOP FINAI r.RAnr , SEALED TANK COVER - PLASTIC ROPE OR CHAIN WITH ANCHOR--� ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT —� START- S.E_VEL9 _ �r 3'� a SHUT: OFF-.LEYEI.-Q PUMP CONTROL FLOAT r" AT LEAST 12' BELOW GRADE _ WIRE FROM POWER SUPPLY '.91 pM PI STATID ON A ION UP TO UNIFORM SOIL TREATMENT EA F PROPER ORAINBACK IF PIPE AT TANK MUST BE LOWER TITAN UNION. TO GET ELEVATION FOR DRAINBACK. A I/4 INCH WEEP HOLE MUST DE USED — WEEP HOLE NOTES: ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BU1 MUST BE LAID BESIDE OTIIER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST ELECTRICAL �^nOS FROM PUMP AND FLOATS M RUN THROUGH CONDUIT CANNOT HAVE GROUND CONiAC 1igurc F -R METAL COVER .Ya v -- I CONCRETE MANHOLE RING METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figurr C-14 ' •1 . F.x REDWOOD. CEOR WATER 7IGIIT 9 LOCKABLE ELECTRIC BOX—� TREATED � POSTDAR 4 „4 min) PLUGS OR ELECTRIC CONNECTIONS - l-1 51DEL EBOXRIC CONNECTIONS MADE 2' PVC CONDUIT SCHEDULE 90 6•SPACE OFPOWER CORD FOR MANHOLE COVER CHAINED 8 LOCKEDT SETTLEMENT SEALED MANHOLE RINGS -� �, [LOOP FINAI r.RAnr , SEALED TANK COVER - PLASTIC ROPE OR CHAIN WITH ANCHOR--� ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT —� START- S.E_VEL9 _ �r 3'� a SHUT: OFF-.LEYEI.-Q PUMP CONTROL FLOAT r" AT LEAST 12' BELOW GRADE _ WIRE FROM POWER SUPPLY '.91 pM PI STATID ON A ION UP TO UNIFORM SOIL TREATMENT EA F PROPER ORAINBACK IF PIPE AT TANK MUST BE LOWER TITAN UNION. TO GET ELEVATION FOR DRAINBACK. A I/4 INCH WEEP HOLE MUST DE USED — WEEP HOLE NOTES: ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BU1 MUST BE LAID BESIDE OTIIER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST ELECTRICAL �^nOS FROM PUMP AND FLOATS M RUN THROUGH CONDUIT CANNOT HAVE GROUND CONiAC 1igurc F -R METAL COVER .Ya v -- I CONCRETE MANHOLE RING METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figurr C-14 VERTICAL SIDEWALL SEPTIC TANK /-FINISHED GRADE _09-77—AT AST 6'. T12SO LEO ' IL AT LEAST 4' DIA. COVER 4" DIA. 1" MIN AT LEAST I" AT LEAST I" {_ A DIMENSIONS FOR TANKS WITH VF_nTICAL SIDES A WROTH, W 24• MINIMUM -_- T LENGTH, L 2 TO 3 TIMES THE WIDTH B OIAM_ETER GO• MINIMUM _ DEPTHi_ T9_MAXIMUM _ C AT LEAST —n 02 .. B 6" MINIMUM,—0.2 D MAXIMUM I = 6• _ 3" c 104 D CI — - -AT LEAST 4 FEET No1FS: ; 1 SNMINIV I ELS At if Atl FYll.11Eswv,Auflfn t llwo"t COVERS y MAI fE tOFJllto11Af11w 17 wuia f, 1,EfF..S$wLUE4YEonIR71Fuo/AIOIES awtFAtt f1:E MAMILRE Mw1110NMMNOOSOF 11[ luIYACE 11ANI llimms)JOCA1 FIl wINMlilt(IE/ All 1Mw lIE Q7VLIII.UEI fE M[W EO ronElRllt AO:.till W All N 6 : r 1•AfMI W MIAWA K iMEEN FNl a 0tE f PPF AND 7. AM OIy'LCIIDNI'/Y OF A/ LEAST. wII(IfI+AAE I[II NEAfEFT IVNI WoArric MWl memos [f111w0 wEf 1U ORAVANIME SIW.1 I* lOCAIEF(Njn9DII1 Nt ON Ef On NpAoltkll 1111t"o*l NnOuIU:luLV[IS 1NECUIIt)IIwCCf 11 f. FI:a�IClFjt/ i fOnll01F2NNIALCY1,14MG11IWMSONKtirAMA1S0150 MIs MOAT IsEII(AAW Al IIK"NllnlwEry INE AAM 0114 N1110N C IS 0 ISO. IIAl f LE aSNMOS dl tA/01 N if LEES A 11 WY)WS6I C I[FF 17[ [Obi K lOCA1 W Y! IYR(N IIIF tAl1 ANl t11N1 f l oM f l" _ MET SCUM ice'+` tv;�',pUTLET LEVEL. _SCUM CLEAR SPACE J SLUDGE Aal OUTLET CLEAN OUT TAME WHEN: 7 K IS 3A OR LESS OR 1'>f B 'B' IS 12' OR LESS ^1 l' BLACK COLOR DISTINGUISHES SLUDGE LAYIW FROM LIQUID M MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK \9kESH04� i LOCATION: 2685 Copperview Dr. OWNER: Mike Hilbelink CITY OF ORONO SEPTIC SYSTEM APPROVAL CIT'% of ORONO ..04P11 OWN 1 '0' Jffke Box 66 Crystal Bap, M mesma SS323-0066 GENERAL CONTRACTOR: Mike H i t be l i n kSEPTIC CONTRACTOR: SITE EVALUATOR: S -P Testing REPORT DATE: July 25, 1995 The City of Orono has Approved your on-site system design as of (approved -disapproved) with the following comments: August 16, 1996 (date) 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 O O By .1 ,�-�— Stephen a kman, On-site Systems Manager TELE14 [ONE - 473-7357 a FAX - 473-0010 (7) I. (SILVER OUT VIEW (1,0) .... ......... 3r. ........._....• 45z. s2 5ee*9'4WE Z 346. 16 N69'10'OT1 :84.4 LLJ in OL A _J 16) [DIDW (iv g 6) 362.2 44. 14) 15 4 in -7,-6 �1y) Q 441. : a? OUTLOT A Z 1) , 211.87 (5) leo A4 Y :9 3 (2) 2 OL A SECOND ADOW �C'! L2 LLJ ib W (4) 4 n I al _j m m Jti 271. is 73 474.9 t"3211 ... .... ...... . ............... wftml.� Fur- A ......... $Is EAST ......... ... 250 295 W09,2rc 220 366.52 175 33 m ew (9) ......... 2655-98 RES A..4 15 e5 5 0-4- 4W : t :3 3 - // T. ` 3