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HomeMy WebLinkAbout1995 Septic System Info _ , , \ �� CITY OF ORONO Y ' r y + " SEPTIC SYSTEM APPROVAL rF .. CITY of ORONO \\\N„,.....,_1.i � �nr�l;;�-,y. Municipal Offices Post Office Bax 66 �~ Crystal Bay,Minnesota 55323-0066 �lkESB A Fii/ LOCATION: 2060 Webber Hills Rd. OWNER: GENERAL CONTRACTOR: SEPTIC CONTRACTOR: SITE EVALUATOR: Swedlund Septic REPORT DATE: May 10 , 1995 The City of Orono has Approved your on-site system design as of May 10, 1995 (approved-disapproved) (date) with the following comments: The septic tanks must ha 20 ' from the- pool deck. Also, the toe of the mound to - 1--ie North must be extended as shown to \ ' prevent seepage out the side of the mound. 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 ORONO By r i fr ‘ /" iri74f --"' Stephen V -c nan, On-site Systems Manager TELEPHONE-473-7357•FAX-473-0510 Swedlund SWEDLUND dm Septic Service ( 1 v( Perc Test f li( Soil Boring Design ❑ Installation Estimate Prepared For: rr gy miwomiq-k_.) 0W( a Id6-Bh6R W1WZ TR s 4N. ,9/ -s 76 /96D Site Address: 5A/27g 14-5 Age) •Nlingm:.!;giStiateiig Swedlund Septic Service • 9520 Laketown Road • Chaska, MN 55318 • 442-5855 PERCOLATION TEST DATA SHEET Test hole location 2 ' 65 o bAEA; e ,'0// . Hole number /Q i /2) 'et•-) Date teat hole was prepared „-_-8 -- 9.S , Depth of hole bottom. /2- inches. Diameter of hole, inches. Soil .data from teat hole: Depth, inches Soil texture /Z "' �.2,4!'-4- 44,9,4 Method of scratching sidewall _n®-92d c A)40 Depth of pea-sized gravel in bottom of hole, Z inches. Date and hour of initial water filling S--e 9s- C'iU,o '�4 i Depth of initial water filling, /Z inches above hole bottom. Method used to maintain/ac least 12 inches of water depth in hole for at least 4 hours 401-0 • Percolation test readings made by S'c ' d// Ci on 5-- 9- ys startingdt 0C} � Maximum water depth above hole (date) p.m. during test , inches. Time Percolation Time Interval. Mennurenient , Drop in water rate, Remarks Minutes inches level , inches minutes per inch 8o0 A.5 ° 1/4/ / 7.s— 4c x'.'30 q,; © f 3f s- /4. , 7s . 1 a.ro q 32 j0 40 PERCOLATION TEST DATA SHEET Test hole location 2a CQ LAFX4rY,e /I ,epl Hole number R 4.?eta) Date test hole was prepared �-�-j , Depth of hole bottom, /a inches. Diameter of hole, 4, inches. Soil .data from teat hole: Depth, inches Soil texture /0 '/ Method of scratching sidewall apABit NA+ 5' Depth of pea-sized gravel in bottom of hole, 2 inches. Date and hour of initial water filling ....C7-e5-7.5— / Depth of initial water filling, / 2- inches above hole bottom. Method used to mai tat, ac least 12 inches of water depth in hole for at least 4 hours If e" • Percolation test readings made by _�•md�� /ti GY on ( starting at a p.m. . Maximum water depth above hole (date) during test , inches. Time Percolation Time Interval, Measurement , Drop in water rate, Remarks Minutes inches level , inches minutes per inch 5.31 i / Zs 24'4 q " o3 3 / „s- Z 4/ PERCOLATION TEST DATA SHEET Test hole location Z7t 'Q GG%bei .44// Hole number /9.7 Date test hole was prepared �5= j —`/S , Depth of hole bottom, / 2- inches. Diameter of hole, inches. Soil data from teat hole: Depth, inches Soil texture 4'2,9 Method of scratching sidewall 1c2 di /✓4+ � • Depth of pea-sized gravel in bottom of hole, Z' inches. Date and hour of initial water filling , _9S— /� cc, '41 Depth of initial water filling, / 2- inches above hole bottom. Method used to maintan ac least 12 inches of water depth in hole for at least 4 hours /gi • Percolation test readings made by CD/w on starting ac 17y'` . Maximum water depth above hole (date) p.m. during test , inches. Time Percolation Time Interval, Measurement , Drop in water rate, Remarks Minutes inches level , inches minutes per inch PV, e) 73- 4 0 6.3 G,j02 �� %� r 2 40 E-20 G. DOWNSLOPE DIKE WIDTH . 1. If landslope is 3% or more, subtract rock layer width from adsorption width to obtain minimum downslope dike toe 24 ft-/v ft = /4- ft 2. Calculate mound height at edge of rock layer on downslope side; a. Determine depth of clean sand fill at upslope edge of rock ...., •, layer: Separation / feet ' earr4nernor'> b. Multiply rock layer width by landslope to determine drop ION•- in elevation; Slope Difference ; R OOIRRR.MCR.SLOPS/IM IROCR MOTH 704 %, 100 = .8 ft _ R,. c. Add depth of clean sand depth of clean sand for separation at downslope edge to depth of rock layer to depth of soil backfill to get mound height at downslope edge of rock layer; / ft + : £5 ft + / ft+ / ft =.SMMft d. Enter table on page E-18 with landslope and downslope dike ratio. Select dike multiplier of 5.13e . e. Multiply dike multiplier by downslope mound height to get downslope dike width3:,6 xSe5 = Z43 ft g. Compare the values of step G.1 and Step G.2.f. Select the greater of the two values as the downslope dike width; .Z Z,..5 feet Rack layer width(d2) h. Calculate upslope dike width using upslope mound height and upslope dike multiplier/ from page E-18; 3 x 3.03 = / 0 ft Upslope dike width(It) i. Total mound width is the sum of upslope dike width plus Downslope dike width(el rock layer width plus downslope dike width; /0 ft+ /C) ft +ZZ3 ft= e/Z ft 3. If landslope is 2.9 percent or less,basal width includes both the upslope and downslope dike widths. a. Calculate downslope dike width using steps G.2.a. through G.2.f; feet b. Calculate upslope dike wid sing upslope mound height and dike multiplier m Page E-18; x = ft c. Add downslope dike wid h to up lope dike width to rock layer width ft+ ft + ft = ft E-18 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 7.53 2.91 325 4.76 5.66 654 7A1 2 3.19 4.35 556 622 8.14 223 370 4.54 5.36 6.14 6.90 3 330 4.54 5.88 732 8.86 275 357 435 5.08 529 645 4 3.41 476 625 729 9.72 2.68 3AS 4.17 4.84 5.46 6.06 5 3.53 510 6.67 8.57 1077 2.61 333 4.00 442 5.19 5.71 6 346 5.26 7.14 9.38 12.07 254 323 3.85 4.41 4.93 5.41 7 320 5.56 749 10.34 1373 2.48 3.12 370 423 470 5.13 8 3.95 528 833 1154 15.91 2.42 313 357 4.15 449 428 9 4.11 625 9.09 13.04 18.92 2.36 2.94 3.45 3.90 430 445 10 4.29 6.67 10.0 15.00 2333 2.31 226 333 3.75 4.12 444 11 4.48 7.14 11.11 1745 30.43 2.26 2.78 323 3.61 3.95 436 12 4.69 7.69 1250 21.43 43.75 221 2.70 3.12 3.49 380 4.08 Logy of S91.1.Borings Location or Project _ • borings made by _ —__ Date Classification System: AASHO ; USDA-SCS ; Unified ; other Auger used (check two) : Hand or Power ; Flight T, or Bucket : other Depth, Boring number eo? COe7 Depth, Boring number in feet Surface elevation in Surface elevation feet 0 _. - 1 — &GAG ;,G c>i9.rrl -- i 2 — `. it 3 — ��OW ' e/ (r� o-TrIed-26, - 36 - 6v 4 -- 1 0 ) 121 .1 — 6,--;/ - / 5 — ,-✓t r X 5 -- 6 — V 1 6 — _ 1 f 10 — 10 — J s End of boring at S feet. End of boring at feet. Standing water table : Standing water table : Present ac feet of depth, Present ac feet of depth, hours after boring. hours after boring. Not present in boring hole ti D . Not present in boring, hole . Mottled soil : )/ Mottled soil : Observed :,t 2 2 feet of depth. nhserved at ___,� feet of depth. Not present in boring hole . Not present in boring hole , Logs of Soil Borings 1 Location or Project _06.96 ) a e-,cr' e ,de;oc• Borings made by c ;Ge.Wcik/^•' Date • 1 Classification System: AASNn ; USDA-SCS ; Unified ; other Auger used (check two) : (land X , or Power : Flight or Bucket J( : other t Depth, Boring number .ig/ f(Ccst Depth. Boring number na. 6/?/'w..; 1 in Surface elevation in Surface elevation feet - feet 0 ----- -- - -- — 0 ,r o' 1 /ate/Ac,r /4>A7 rl - Jl / 2 �- 3 --- ��N d C� L�l>� / �� - 776 7/,C.e_d/� 28„ 4 7 s — — s 6 — — , 7 --- ._ 8 — — 9 — -_ 10 — 10 --- End of boring at -ST feet. End of boring at feet. Standing water table : Standing water table: Present at feet of depth. Present at `” feet of depth, hours after boring. --- hours after boring. Not present in boring hole '41'49 Not present in boring hole /,10 Mottled soil : / // Mottled soil : / .i Observed at •� to feet of depth. nhscrved at ,r e feet of depth. Not present in boring hole .-•-- Not present in boring hole _ • N — �. .r bY>1 ('-,1- 'i,,, 1) v 0to 4. \ (,, ,. :./ ..... , .0. '1 1 ti 0 r 7',/ (-„2„,.____...k T \\, _ _ ._ r:.: i_.:7„ :„.... � c v (\ 1�fN in 'Gel 511*► �� • ZI''ol =1 L NZ c = 4. E' -4.1' �� yn o o.,i ;1 ,ts s . -' - V i- -- - - y 4f ` - C;; c�.-- y 'r c 5F .r 1 YQ• 1 — / bb L © r 9 �" '� '' NI ca r Q. Q Q; r� � j /00, '� �' r _. _ -. ` 188 013 1 0 \ © . '� _ _ tee > 0 A 2 baa 0 � *. N .1. �C r'. '` 4( -�- �� ao al U W 1 I Ni: \., -r � v � t � c '0`.9' C� ,-G ` maty -45 m �� r el Z C Z ,� ` 327.57 �r • piI: =ice F �9 I ro MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW D-7 Estimated e/(,,,"'" 0 gpd (see pages D-7 or I-3,4,5) . 071164720 SSE ROWS IN 011U-12«5 PCP OAT N MNIER TVP!OF RE310ENCE a O or measured gpd. BEDRCOAIS I n =3 s 2 300 ns 1p 403. 3 450 300 2111 01 • 000 375 256 "IIn '"B. SEPTIC TANK LIQUID VOLUMES 0 ;n :45 it_, 71050 000 370 1 ' -/or gallons (see pages C-3 or C-5) e 1=00 675 404 Column. C-3 C. SOILS (refer to site evaluation) SEPTIC TANK CAPACITIES, IN GALLONS 1. Depth to restricting layer = ,` l inches N12_AOF wawa '0CAPACITY //.y, 1161746:0111111130U10 C414077 015005.1. ` 2. Depth of percolation tests = inches ,tl11e,e 766 „25 3. Percolation rate © mpi • 2O"• 1040 1140 10114 1100 224E 4. Land slope % 7,4,all 1 2430 2400 D. ROCK LAYER DIMENSIONS • 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 = E=-'7 gpd x 0.83 sq. ft./gpd =-. '='-'sq. ft. 2. Select width of rock layer (10 feet or less) = /0 ft. 3. Length of rock layer = area÷width= -5-c)C' sq. ft.+ i' ft. = --C-0 ft. Rock Bed f.f•f•f•f•f.f.r.f.f.•f.%•f.%•f.f.f1T 1.f•f•f•f•fti.f.f•f.t. f•f•f.f Sti ..0.0. ti•ti•.e.0. ti•ti•ti•ti.1•ti•ti• Nidth 510 f•f•f•f•f•f•f•f•f•f•f•f•f.f.fi ftiftiftifftif 1,f1fti:f*ftif4141:1 E. ROCK VOLUME F-- Length -----1 1. Multiply rock area by rock depth to get cubic feet of rock; 370(.!, sq. ft. x i ft. t.6' cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; Si.Der,cu. ft. + 27 =.' cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; / cu. yd. x 1.4 ton/cu. yd. =Z(c., tons. F. ADSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is 4o mpi E-16 2. Select allowable soil loading rate from table on page E-16; Ate.•65•L04,04•e14.40e1OF4o.S�.04llWOU•os ' iti o gpd/f t2 P.a.... A4..•N.14•.,•w ..r .• .108 3. Calculate adsorption width ratio by dividing rock layer �"" 00 .r 1.1 4 1.20 1.41 1.00 1.00 1 loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 4 50 0.115.01 1.51 4 50 0.10 0.04 5.•1 2.00 6,6 1144 0.50 0.40 0.03 1..0 1.20 gpd/ft21 1 r Ggpd/ft2 = a .4 .1 40 0.64 0.70 1.13 1.1, 41 110 0,74 0.14 4.10 1.00 Check this value on page E-16. ` 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; /(.0 x214 ft = 24 ft Sizing of Pump Station 1. Determine Surface Area T Width Rectangle=Area=L x W .1_ x = square feet — Length Circle=Area=it x(Radius)? 3.14 x x = square feet Radius it=3.14 Other=Get Surface Area from Manufacturer square feet 2. Calculate Gallons Per Inch There are 7.5 gallons per cubic foot of volume,therefore you must multiply the arca times the conversion factor and divide by 12 inches per foot to calculate gallons per inch Arca x 7.5 gpft 3+12 inchs per foot x 7.5+12 =.4:::—.1 gallons/inch 3. Calculate Gallons to Cover Pump(with 2 inches of water covering pump) Estimated Sewage Flows in Gallons per day (gpd) (Height(in)+2 inches) x gallons/inch(#2) Number I ( 4,-. + : ,- )x t3 _ .f6,iiallons g of Type I Type I[ Type III Type Bedrooms IV 4. Calculate Total Pumpout Volume 2 300 225 180 a. To maximize pump life select sump size for 4 to 5 pump operations per day. 3 450 300 218 60% e E;t7 gpd+4= I-17, gallons per dose 4 600 375 256 of1t� b. Calculate drainback 5 750 450 294 in 6 900 525 332 1Ype I, 1. Determine total pipe length, 4C) feet. 7 1050 600 370 11 17 Determine liquid volume of pipe,f7 4.gallons per 1(H)feet. 8 1200 675 408 columns°r 3. Multiply length by volume: Drainback quantity= 4r, feet x 174 gallons/100 ft.= 7 gallons. Pipe diameter(inches) Gallons per 100 feet c. Total pump out volume equals dose volume+drainback 1 4.49 I Ct"� gallonsper dose+ 7gallons= e £ ^ 7gallons 1.25 7.77 1.5 10.58 5. Calculate Volume for Alarm(typically 2 to 3 inches) 2, 17.43 Depth(in)x gallons/inch(#2)= '2.5 24:87 _,?� x = /,;'"f gallons 3 38.4 4 66.1 6. Calculate Reserve Capacity(75% the daily flow) Daily flow(see page D-7)x.75= 6u'-) x.75-.44.60'gallons y Reserve Capacity 7. Calculate total gallons gallons over pump+gallons pumpout+gallons alarm+gallons reserve capcity #3+#4c+#5+#6 - ./:4;•:.L+ 1�,/ + /:pti + / 0_ �" gallons y Alarm T Pump On 8. Total Depth (Total gallon divided by gallon per inch) A ' Total Gallon(#7)+gallon/ ch(#2) To al Pumpout Volume ( ' A...(, + 7'g = 's inches �' y Pump Off v Pump Height& 9. Float Separation Distance(equal total pumpout volume) Total pympout volume(#4c)+gallons/inch (#2) 1 1 + % = 1 inches 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 -Gras.tear water use rate. .,^�--k--.e.„....- ` Topsoil 2. Maximum suggested for delivery to a drop box of a home system is 2,700 -r:- , A,. Layer of Geolostile Fabric (or low- gallons per hour(45 gpm) to prevent build-up of pressure in drop box. • Loamy Sand Layer inch layer of hay or straw cowered with red rosin paper) TerTwgad_LgjerpJ� '-Perlilotiun Drilled Hop/oniony Pressure Distribution ow'' "•'•v`''" I Into C p Near Top 3. a. Select number of perforated laterals "Plus \ \---3-Al Least le to Edge il,Orotn Field_Rock�;j� _ L o1 Rock Layer b. Select perforation spacing= ft. --Per'oral ions Luca led at c. Subtract 2 ft. from the rock layer length. Clean Sand Layer Bottom of Lateral Rock layer length-2 ft.= ft. Original Soil Properly Scarified Before Placing Sand Layer d. Determine the number of spaces between perforations. Length pert.spacing= ft.+ ft.= spaces TABLE OF PERFORATION DISCHARGES IN CPM C. spaces+ 1 = perforations/lateral f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(inches) get total number of perforations. - X perforations. 7/32 ti' alta eras a 7:17.711=atera - 1.0a 0.56 0.74 1.5 0.69 0.90 g. Perls X gpm�rf= gpm. 2.Ob 0.80 1.04 2.5 0.89 1.17 1.28 i 3.0 0.98 SELECTED PUMP CAPACITY c� gpm 4.0 1.13 1.47 5.0 1.26 1.65 B.Determine head requirements: aUse 1.0 foot of head for residential systems. 1. Elevation difference between pump and point of discharge. bUse 2.0 feet of head for other establishments �' feet 2. If pumping to a pressure distribution system,add five feet for pressure required at manifold ,. feet 3. Friction lossPipe Length I I a. Enter friction loss table with gpm and pipe diameter. Point of Discharge Read friction loss in feet per 1(X)feet from table. F.L.= 2 ?' ft./100 ft of pipe Elevation Difference b. Determine total pipe length from pump to discharge Pump 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 4'7 x 1.25= 5 lJ feet gpm Friction loss per 100 ft of pipe c. Calculate total friction loss by multiplying 10 0.69 0.20 friction loss in ft/100 ft by equivalent pipe length. i 12 0.96 0.28 Total friction loss= E0 x 2 Co 7., +100= feet 14 1.28 0.38 4. Total head required is the sum of elevation difference, 16 1.63 0.48 special head requirements,and total friction loss. 20 2.03 0.70 20 2.47 0.73 0.11 25 3.73 1.11 0.16 rf30_ 5.23 1.55 0.23 ,' + + -13`, 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 I `e feet 50 3.99 0.58 55 4.76 0.70 60 5.60 0.82 C. Pump selection 2. 1. A pump must be selected to deliver at least L tgpm (Step A) with at least ! feet of total head (Step B). PRESSURE DISTRIBUTION SYSTEM 1. Select number of perforated laterals 2. Select perforation spacing = •-••-) ft. 3. Since perforations should not be placed closer than 1 ft. to the edge of the rock layer (see p. E-14), subtract 2 ft. from the rock layer length. Rock layer length - 2 ft. = 1' ft. 4. Determine the number of spaces between perforations. Divide the length above by perforation spacing and round E-17a down to nearest whole number. TABLE OF PERFORATION DISCHARGES IN GPS: Head Perforation diameter(inches) Length perf. spacing ='-1,C,.. ft. _ g ft. = /e ? spaces 7/32 1/4 (3) (2) 1.0a 0.56 0.74 1.5 0.69 0.90 5. Number of perforations is equal to one plus the number of 2.0b 0.80 1.04 2.5 0.89 1.17 perforation spaces . 3.0 0.98 1.28 4.0 1.13 1.47 ;;<' i t? 5.0 1.26 1.65 /= spaces + 1 = t i perforations/lateral aUse 1.0 foot of head for residential systems. bUse 2.0 feet of head for other establishments 6. Multiply perforations per lateral by number of laterals to get total number of perforations. E-17b ,,, • e ►w m®maak moor or �e pe,ro�.�ou ue�l } perforations. � .�. "t°` "' `"°° laterals X perfs/lateral `"" p trrl 1.25 inch 1.5 inch 2.0 inch 2.5 14 18 28 7. Determine required flow rate by multiplying 3.0 13 17 26 3.3 12 16 25 number of perforations by flow per perforation 4.0 11 15 23 (see page E -17) 5.0 10 14 22 .5_-_-_.1 i 4 .7 s x BPm/Pert = gpm. E-15 ta•MOLD LOUIE AT DC CO mOSAK Crini./1 +STD. 8. If laterals are connected to header pipe as shown on page E- 15, select minimum required lateral diameter from table on page E-17; enter table with perforation spacing and number ,i-"'` w-` a' of perforations per lateral. Select minimum diameter for \/„,.. perforated lateral = Z inches. E-12 9. If perforated lateral system is attached to manifold pipe near cam--t__r ,�,... the center, as on page E-12, perforated lateral length and 'r` number of perforations per lateral will be approximately one �'��� half of that in step 8. Using these values, select minimum ...... . ,4-•diameter for perforated lateral from page E-17 as �,.-''� �"r inches.