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HomeMy WebLinkAbout1991-10-03 Septic System Design Information4 * S9 F TESTING, INC.Steven B. Schirmers — MPCA Cert. iMo. 627 951 Katyoid Lane NE • St. Michael, MN 55376 • (6U) 497-3566 Vvl.jf'U. *l .> 'J I ' — Douglas R. Colman Jr. 140 South Brown Rd. Orono, Henn. Co., MN October 3, 1991 MAR 3 1 1932 r 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. The soils on this site are SCS soils mapped - HbB - Hayden loam. A seasonally high water table was located at 22”, 28” & 30", (mottled soil). Due to the seasonally high water table, a Pressurized Mound System will need to be installed. The bottom of the roclc 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 3.2 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 bade drainage to the pumping chamber. The distribution pipes shall have their ends capped. Be sure the rode 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 1^' away from the proposed treatment area. COi-T'D • • m I *•• • * ? .• : • *.*!• 'r ** \ • i 140 So. Brown Rd. Orono ; , \ 4 -• f (2)’. , C:' ^ 0'-^ •:• v*i. ••? h t ■ • ♦ • r • • • ; > • -f >■ t* *' r -V * .*.This site has an existing failing system due to a high water. table» *!'.V with strong clay soils. The existing tanks are old & will most likely need to be abandoned, pumped & filled with soil. , . . • •. * . • . V 4 I* I.W1 4'. ^ ^ v» H -V' 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..• f f * . , . • • Dr SBS/ds i . V i’ • • DOWNSLOPE DIKE WIDTH ’ V'* r~ f < 1. If landslope is 3% or more, subtract rock layer width from adsorption width to obtain minimum downslope dike toe for absorption: ft - /o ft = i O feet 2. Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill al 'upslope edge of rock layer: Separation /. p. feet b. Multiply rock layer width by landslope to dclermine drop in elevation; Slope Difference -he x-'i %-»100= -.W-fcct 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; A^ft + 1 ft + 1 ft = feet d. Enter table on page bottom with landslope and upslope dike ratio. Select dike multiplier of e. Multiply dike multiplier by upslope mound height to get upslope dike width: / I - feet f. Add the depth of slope difference (2b) to the upslope height to get the downslope height + D = ^.~SLfeet g. Enter table oii page bottom with landslope and downslope dike ratio. Select dike multiplier of M .0 U h. Multiply dike multiplier by downslope mound height to get downslope dike width: x n .0. - I S feet i. Compare the values of step G.l and Step G.2.h. Select the greater of the two values as the downslope dike width; i. Total mound width is the sum of upslope dike width plus rock layer width plus dojAsa^pe dike width;nj±lft + a^fl + a3_ft={2slfea k. Total mound length is the sum of upslof? dike width plus rock layer length plus upslope dike width; -tr ft + ft + *' ■ ft = nn feet .•I*».\*».*I*»a*IVl*»a*a**.*i**.*.vI* v!* v!* v/‘/V*** .* V.* V.* V.'v,**VfeWniiipe Oke WtdtK a.q_ *\ n1 /V >. .i 3:1 4:1 Down5lopc 5:1 41 7.1 3:1 4:1 Upslope 51 4:1 .• 7;1 8.1 %»lope 0 3.0 40 5.0 40 70 3.0 4.3 5.0 40 7.0 80 1 3 j0»4.17 5.34 438 753 2.4|3*5 4.74 5 44 454 7.41 2 3.14 43S 554 483 814 311 3.70 4-44 5.34 A!4 4.90 3 3J0 454 5M 7J2 8M 1*5 4.-1S 5.CA 4.45 4 3.41 _ 4.25 7.84 9.73 2^5 4.17 4M 54/.4.04 * 5 353 '5.00 447 8.57 1077 2.41 l33 400 4 47 5.19 5.71 4 3M 534 7.14 458 1207 3.44 3.23 311 441 4.03 5.41 7 3J0 554 7.4fl 1034 1.173 3.48 3.17 3.70 4.7.1 4.70 5.1 •. •3.4S 5M 8.13 1154 1541 2 4?3d 357 405 440 488 f 4.11 435 rcQ 1304 184?7.14 7^4 3C>1.40 4.10 4 49 10 4J9 KKf 100 1500 3333 3.11 784 3.31 375 4 .2 444 11 4IM 7.14 11.11 17 45 .1041 3 74 7.78 373 341 3.05 4J4 13 4i4 7.14 1250 21.41 4.175 2 71 270 317 3 40 380 408 o � N N 0 (D . b cn N � �^ 430 w r In 01. N L_I -- "' ;O F o� >< V) $ 1 z Z O n p N L a Ze �— D In o L° - 4 q o C, c n C,m CL 0 N V O ry1p4 �^ ") C) o ;a N + m ct r I U a a 32 t, 0 3 h 9' o o �\ O 10 is $ N LZ v b� N_ c 01 r � g ' GO Iri 5m v � jryJ N O a , o 011 rn V ry (1 II � U � o z -A o 0 �I 7 0 V t � n T' 0 C: In m T N m 1 CD D Io � � A D q N 1: II n T' 0 C: In m T N m 1 CD D Io St�Y(_ I Stops Tis 4 °/o m O 2 ST?2 ' �1 W N — m rnmIrim r- r rr r II II N o o —� � � A N St�Y(_ I Stops Tis 4 °/o m O 2 ST?2 ' �1 W N — m rnmIrim r- r rr r II II N o o —� t »MOUND DESiGN WORKSHEET (For Flows up to 1200 gpd)I- A. FLOW Estimated C»o (0 gpd (seepages D-7or 1-3,4,5) or measured — gpd x 1.5 = —'______• B. SEPTIC TANK LIQUID VOLUMES g — ) POO gallons (see pages C-3 or C-5) C. SOILS (refer to site evaluation) ^ 1. Depth to restricting layer « 2o inches 2* Depth of percolation tests =_____i inches 3. Percolation rate ' *3»mpi mo-t 4. Land slope_____id_____%-rO Huimilcd Scwije Tlowi In OalNmi per Jay iSumhcr or TypcI Type 11 lypc 111 l/Te Hedroomt IV 2 300 225 1X0 3 430 3fX)218 IU>% 4 fiOO 375 256 «4ict 5 730 430 2U4 6 900 523 332 7 1050 fiOO 370 lU H 1200 673 404 Tank C*p*rilk% hi Nwmhrr of Minunuin Ui|iMd (.•quid llnlrivyiii CiO^iry 2ar Irif 730 1115 3«r4 l(ni ISn 4fir4 15(11 213(1 7,* orf aiui 3IIII ••tf f _ f O' D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: Daily Flow X 0.83 = gpd X 0.83 sq. ft./gpd = v sq. ft.-»- lo % 9 2. Select width of rock layer (10 feet or less) = / Q ft. 3. Length of rock layer = Area + Wid ih = ■CM n sq. ft. + / n ft. = c.e. ft. Rock Bed E ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock; sq. ft. X !.tf< ft. = sn «-?cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; ■COM cu. ft. + 27 = A 1 cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; a I cu. yd. x 1.4 ton/cu. yd. = 5*=^ tons. »• #v* -V • •• *v • ^ • •• •y*•• •✓ •* •• •*•*/ •'*y*\*^ 1 I Lcngih F. ADSORPTION WIDTH v-o.am 1. V Percolation rate in top 12 inches of soil is •3.7 mpi 2. Select allowable soil loading rate from table on page E-; .M.C' gpd/fp 3. Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd/fP by allowable soil loading rate; 1.20gpd/fP + jjidilgpd/ft’= . Check this value on page E-16. 4. Multiply adsorption width ratio by rock layr^ width to get required adsorption width; X /O ft= 06-.9 ft Absnri’llon SbJng Tabic rerroblion Riic in Minuiet per Inch (MPI) SollTctivn CalkMit per day per ttpiarcfum Kaii(> of ANnrpiinn wi M MckI Layi Width tlutfiO.1 •ConneSand 0.1 loS Sand 1.20 i.co 0.1 Ui5**Fine Sand ••0.M 2.CO 610 IS Sandy lAnm 0.79 IJ7 I6m.^0 Loim 0.fi0 7.00 3110 45 Silt Loom 0.50 2.40 46iofA Clay Lottfi Clay 0.45 2.67 €0 10 120 0.24 S.U0 Slower ihan I20**« Clay r • ■ - .•nr*Aji -----------------^ M«M»4 CJ 0» ^ 0 l'i i »|t: p>.^n : ’ " n < >. dS ?^'''-' " . ' • r-'- *4f • ■ •• ...‘>p-^4r • • CERT.1FICATI0H 00627 Logs of Soil )3orings IfOCdtlon or Project Douglas R.-Colinan Jr*»140 So«Brown Rd«/ Orono Borings made by s-P Testing# Inc. Steve Schirmers_____ Classifiction System: AASHO_ _; USDA-SCS__X_; Unified , Flight Date 9-23—91 Other Auger used (check two): Hand X » or Power or Bucket Depth, in feet Boring number Surface elevation 101*2 0 -Topsoil dark brown Q sandy loam 1 - Brown sandy loam 2 . lO" - 2-1/2 ’-MOTTLING Depth, in feet 3 - Rusty 2-1/2' - 2-10" iiaiiY*’Kga Rusty ,..o„ . 3.2- Rusty brown loamy sand 3'2" - 3'8" 4 -Rusty 3»8" - 4’2" 5 - Rusty gray brown loamy sand w/traces of loam 2" thick 4'2" - 5-1/2' _ _ 6 - 7 - 8 - 0 - 1 - 2 - 3 - 4 - 5 - 6 - 7 - 8 - Boring number Surface elevation 101*1 Topsoil dark brown sandy loam0 - 10" Brown sandy loam 10" - 2'4"-MOTTLLING Rusty olive brown sandy 2*4" - 3' loam Rusty olive gray sandy loam 3' - 4' Rusty olive gray loamy sand 4' - 5' End of boring at 5-1/2* feet. Standing water table: present at feet of depth, End of boring at_ _^feet. Standing water table: present at _ _ _ _ feet of depth. •_ _ _ _ hours “after boring. Not present in hole_ _ _y hours after boring. Not present in hole_ _ _y_ _ _ Mottled soil: Observed of depth. Not present in hole^_ _ _ _ _ _ _ _< Comments: Mottled soil: Observed at 2*4" feet of depth. Not present in hole _ _ _ __• Comments: • .• A. Determine pump capacity: Gravity Distribution 1. Minimum suggested is 6(X) gallons per hour (10 gpm) to stay ahead of water use rale. 2. Maximum suggested for deliveiy 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. ENO PcnrortATioN or a PcnronArco latcrau Topioll ijt^ Pressure Distribution 3. a. Select number of perforated laterals___ b. Select perforation spacing = 3__ft. c. Subtract 2 ft. from the rock layer length. - 2 ft.» ft.j •»> Meek tfjrrr bn|^ d. Determine the number of spaces between perforations. Length perf. spacing » ft. 3 ft.« 1 O spaces c. I O spaces ♦ 1 * I V perforations/lnteral f. Multiply perforations per lateral by number of laterals to get total number of perforations, ci-. X -saST&i* perforations. SELECTED PUMP CAPACITY M 0 gpm 2. 3. B. Determine head requirements: 1. Elevation difference between p-.smp and point of discharge. feet If pumping to a pressure distribution system, add five feet for pressure required at manifold S' feet Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feel per 1(X) feet from table. F.L.« fl./l(X) ft of pipe b. Determine total pipe leng h 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 e xl.25e: feet c. Calculate total friction loss by multiplying friction loss in ft/l(X) ft by equivalent pipe length. Total friction loss = »~) *‘>-.0 x ♦i(X) = feet Total head required is the sum of elevation difference, special head requirements, and total friction loss. 4. 2Jd .s' (1) (2) TOTALHEAD . (3c) :5^fcct • • y—L®y^ rubric for • Lu<Hny Sond Ltyur / * (nch turn of »v*f r.*w«vi • . * / . rrd ruiin uoorr) *•,*/•* Plut l »»d Pvrfprel'un rrlMvd Hun/onialif Mio C<i0 Naur lop At 12* It Cdpt Ci*tn SoM Ltytr P#rtu«ol>uns Lorottd •! •tlitm tf Ltitrol 7 Orlpintl StH Prantrly Sconfttd Rvftft Plocinf Snnd Ltyff TABt J, on rERPORATlON DISCI lARCES tN CI'M C. Pump selection 1. A pump must be selected to deliver at least o gpm (Step A) with at least 7^ feet of total head (Step B). 1 lend Per/ornHon diameter (Inches) v„V. 1.0a 0.56 0.74 13 0.69 0.90 2.0b 0.«) 2.5 0.BQ 1.17 3.0 0.98 U8 4.0 1.1.3 1.47 5.0 U6 1.65 1.0 foot of hcjid for rrsidentlnl systems. bU.^tc 2 Z Tvl of head for other csJnl ii>hinenlj Pi, c Length 4 Point of Discharge Zicvalion Difference jLiPump F-I8b gpm 1.5 inch 2.0 inch 3.0 inch Frirtion lo4i per IfiO fi of pipe 10 0.69 0.20 12 0.96 0.28 14 1.2S 0.38 • 16 1.63 0.48 18 2.03 0.60 20 2.47 0.73 0.11 25 3.73 Ul 0.16 30 5.23 1.55 0.23 35 7.90 2.06 0.30 40 n.07 2.6.1 ^0 79 45 14,73 3.2S O/.K 50 3.99 0.58 55 4.76 0.70 60 5.60 0.R2 1 i i____1 . .CERT.I.FICATION « 00627 Log^ of Soil Borings Location or Project Douglas R. Colman Jr.,140 So.Brown Rd«> Orono Borings made by s-P Testing^ Inc. Steve Schirmers_ _ _Date 9-23-91 Classifiction System: AASHO USDA-SCS X Auger used (check two): Hand X , or Power Unified , Flight ; Other or Bucket i t m Depth,Boring number 3 Depth,Boring number in feet Surface elevation 102.0 in feet Surface elevatio. • n ^ j 0 -Topsoil dark brown Q _ sandy loam u —• ** • r » • 1 -* • • •Brown sandy loam 1 - • • ^ • ■ « 8" - 1*10"-MOTTLING • 2..-Rusty olive brown clay loam 1*10" - 2'10" 2 - • i : 3 - % Rusty olive gray sandy loam 2*10" - 3'10" 3 -, i. 4 -Rusty olive brown sandy loan 3tl0« - 4-1/2'to loam 4 - 5 - % • Rusty olive brown sandy 4-1/2' - 5* loam s -• 6 -6 - • 7 -•7 -- 8 -mm # 8 - • • ♦ . t 1 End of boring at feet.End of boring at feet. Standing water table: present at feet of depth/ Standing water table: present at_ _ _ _ _ feet of depth. ____________ hours after boring. Not present in hole X_ _ _ _ hours after boring. Not present in hole Mottled soil: Observed at__L!22feet of. depth. Not present in hole_ _ _ _ _ _ _ _. Comments: Mottled soil: Observed at feet of depth. Not present in hole Comments: . .CERT.I.FICATION « 00627 Log^ of Soil Borings Location or Project Douglas R. Colman Jr.,140 So.Brown Rd«> Orono Borings made by s-P Testing^ Inc. Steve Schirmers_ _ _Date 9-23-91 Classifiction System: AASHO USDA-SCS X Auger used (check two): Hand X , or Power Unified , Flight ; Other or Bucket i t m Depth,Boring number 3 Depth,Boring number in feet Surface elevation 102.0 in feet Surface elevatio. • n ^ j 0 -Topsoil dark brown Q _ sandy loam u —• ** • r » • 1 -* • • •Brown sandy loam 1 - • • ^ • ■ « 8" - 1*10"-MOTTLING • 2..-Rusty olive brown clay loam 1*10" - 2'10" 2 - • i : 3 - % Rusty olive gray sandy loam 2*10" - 3'10" 3 -, i. 4 -Rusty olive brown sandy loan 3tl0« - 4-1/2'to loam 4 - 5 - % • Rusty olive brown sandy 4-1/2' - 5* loam s -• 6 -6 - • 7 -•7 -- 8 -mm # 8 - • • ♦ . t 1 End of boring at feet.End of boring at feet. Standing water table: present at feet of depth/ Standing water table: present at_ _ _ _ _ feet of depth. ____________ hours after boring. Not present in hole X_ _ _ _ hours after boring. Not present in hole Mottled soil: Observed at__L!22feet of. depth. Not present in hole_ _ _ _ _ _ _ _. Comments: Mottled soil: Observed at feet of depth. Not present in hole Comments: • ••V' CERT.#00627 ■ •• •% W PERCOLATION TEST DATA SHEET Percolation test readings made by.S-P Testing# Inc. 9-24-91 1*35.on____________starting «» Test hole Inrntinn 140 So. Brown Rd 12Depth of hole bottom.inches, Diameter of hole , Hole number. 6 Dale hole was prepared 9-23-91 .inches Soil data From lest hole: Depth,inches 0 - 10 ” 10" - 12" Soil texture Topsoil dark brown sandy loam Brown sandy loam Method of scratching sit^wall__ Depth of gravel in bottom of hole. Knife .inches 9-23-91 2:00pm 12 Date and hour of initial water Tilling___________ Depth of initial water Tilling__________inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hnnre Automatic siphon ., Maximum water depth above hole bottom during lesi .inches Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 1:25 prefill • 6 • 1:35 1:45 II 5-1/8 2.0 10 min 1:50 2:00 II 4-3/8 2.3 It II 2:01 2:11 II 4-3/16 2.4 II II 2:14 2:24 II 4-1/16 2.5 II II 2:29 2:39 II 4 2.5 II II • • • ^ * Percolation rate 2.5 jninutes per inch. • • •CERT.#00627 *.*v «« « « PERCOLATION TEST DATA SHEET Percolation lest readings made by.g-P Toct-t T nr!.on—9..t-24 t93 __starting at 1 JIM,it Test hole locntinn . * Brown Rd._______ j numbcr-__£__ Depth of hole bnttnm 12 inrhi»t, Diameter of 6 inrhf>. Dale hole was prepared.9-23-91 i* 5 Soil data from lest hole: Depth, inches 0 - 10" Soil texture Topsoil dark brown sandy loam 10" - 12"Brown sandy loam Method of scratching sidewall Knife Depth of gravel in bottom of hole w Dale and hour of initial water niling. ________inches _9_-_2 3 - 91 gffnitial water filling. J A .inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 imun; Automatic siphon Maximum water depth above hole bottom during tcsi .inches Time 1; 35______ Time interval. minutes • Measurement, inches 6 Drop in water level, inches Percolation rate, minutes per 1 • i Rcmaiks 1:36 1:46 6 3-1/2 2.9 10 min 1:49 1:59 II 2-3/4 3.6 II II 2:02 2:12 II 2-5/8 3.8 II II 2:15 2:25 11 2-1/2 4.C II If 2:28 2:38 II 2-7/16 •4.1 II II • • • « Percolation rale «____£^.2__minuics per ...ch. I • • TrinT.iinnr,?? PERCOLATION TEST DATA SHEET I Percolation test readings made by.S-P Testingf Inc. _ 140 So. Brown Rd.Test hole loca(ion___________:--------------------- Depth of hole bottom___iZ —inches, Diameter of hole ___o n 9-24-91 <iflrtin£ at__ll22__ 3 9-23-91, Hole niimtvr , Date hole was prepared-------1------ .inches Soil data from test hole: Depth, inches 0-8" 8" - 12" Soil texture Topsoil dark brown sandy loam Brown sandy loam r i ! • Method of scratching sidewall------Kni.£e D^pth of gravel in bottom of hole. Date and hour of initial water miing. z inrhi»« &P&oFinitial 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 Percolation rate .. Maximum water depth above hole bottom during test 7 - n jninutes per inch. inches • • Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 1 • 0^or©fil1 • 1 5^7 1 • 47 tt 3-11/lfi 2.T _______10 min 1 • AR 1 ft 3-7/lfi 7.9 N ft 9 •7; 1 N 3-3/8 3.0 It It 1 R 7*7r;n fi ft tt tt 7 • 77 7?17 II It tt tt tt . •