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Home My WebLink Aboutseptic design-2005 . y (,�`' � � t �a„`� � t,''�" � . ` �/` � Rusty Olson's--Soi� and Percolation Testing Joseph J. Olson--MPCA License #810 11481 Riverview Rd. NE, Hanover, MN 55341 (763) 498-8779 faz (763) 498-8290 November 03,2005 Bohiand Development Proposed Lot 3,Block 1 Mackinnon Hill Orono,Hennepin.County This on-site Sewage Treatment System is partially designed for a Type l,five-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. Once the house size,location and septic site aze chosen this design can be completed. The seasonally saturated soils were located at 20"-30"(mottled soil). Due to the seasonally saturated soils, a pressurized Mound System will need to be installed to treat septic et�luent. 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 7 MPI. All absorption areas are at a minimum of 20 feet from the lot lines and 75 feet from wetlands. A pumping chamber will need to be installed to lift the ei�luent to the treatment area. The power supply and switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A warning device must be installed with a light and sound device;this is in case of a pump failure. Keep all heavy equipment off of the proposed treatment areas before and after construction. The treatment area must 6e fenced off before construction begins. This Design is not valid&the System will need to be relocated if failure to protect t6e areas proposed for t6e On-Site Sewage Treatment systems occurs. Nothing other than gray water,(laundry,showers,ect.)human water&toilet tissue should be disposed of into the septic tanks. Garbage disposals are not recommended. Additives must no be used,they may cause hannful damage to your sepric system. It is recommended that you pump the septic tank every yeaz for 1 tank,every two years for two tanks. Sincerely, i . Joseph J.Olson L' � � ,t ' : 14 g _ � -t'y _.� g - - c �� v c a :o ;,, w A � h 'f_ C � i � . .R F� v+ { . J . $ '� g � J � s w . 3 . Q o s�" p . t � � K H • s�sww�aa Job#� T�aa►r��T Pwoo�ewy Universi of Minnesota Mound Design Worksheet S�e A Gr�eate�than 196 Slopes a �.ow Esdmated 750 9pd(see figure A-1) or measured x 1.5(safety factor)= 0 9Pd B. SEPTIC TANK LIQUID VOLUMES SepUc tank ppacity 225p g�lons(see figwe G1) Number d tanks/canpartments 0 Eflluent F�er (Yesha) Yes C-18�plic Tank CapacNy In G�bns Number of Minirtwm Capaciry with Capacity with 8edioon�s Capaaty Garb.Disp. Disp.and lift � tu: : '�x�., ,. � r ". 3 or 4 ��';� �, ' �� " 1500 ` �`. 5 or 6 �� .� 725p � : � ��#y� "3 r 7�8�(.9 ,.I...,�e�i. �' .� r. C. $�.$($�B BV8�U8ff0/1 d8t8) 1. Deph to reshiding layer= 1.6 feet 2. Depth d pe�daUon tests= 12 inches 3. Te�dune loam 4. Soil loa�ng rake(see Figure D-33) 0.60 9pd�� Perodaafi�on rate 7 MPI 5. 96 Land Slope 8.0 96 D. ROCK LAYER DII�NSIONS 1. Multiply aver�e design flow(A)by 0.83 to obtain required area�rodc layer:Item A x 0.83= 750 �d x 0.83 ftlgpd= 630 ft 2. D�e.mrine rodc layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart 0.83 ft�lgpd x 12.00 = 10.0 ft LLR Chart Perk Ra�e LLR <120 MPI <=12 >=120 MPI <� 3. Lengtf►of rodc layer=area divided by width= 630.0 ft� I 10.0 feet= 63.0 ft E. ROCK VOLUME 1. MulUply rock area by rock depth to get cubic feet of rodc 630.0 X 1.0 ft= 630.0 ft3 2. Divide fC�by 27 ft3/yd3 to get cubic yards 630.0 ft3 / 27 = 23.3 yd' 3. Multiply cubic yards by 1.4 to get weight of rodc in tons; 23.3 yd3 X 1.4 tonlyd3 = 327 tons Page 1 of 5 F. ABSORPTION WIDTH AbsorpUon ratlo: 2 ' 1. Absorption widlh equals absorption ratio tirnes rock layer width Site A 2.00 x 10.0 ft = 20.0 ft �. NIOUND SLOPE WIDTH b LENGTH(Gre�ter than 194) 1. Damslope absorption width=absorption width minus rock layer width 20.0 fcet - 10.0 feet= 10.0 ft 2. Ca�ulate mound size UPSLOPE a.Depth d dean sand at upslope edge of rodc layer=3 feet minus distance to r�ng laye�(C1) 3.0 ft - 1.6 ft= 1.4 ft b.Mo�x�d heigM at the upslope edge of rodc layer=depth of dean sand for separation(G2a) at upslope edge plus de�h�rodc layer(1 footy to d�th of cover(t foot) 1.4 ft+1ft+1 ft= 3.4 ft c.Upsbpe berm mul6piier based on land slope(see figure D-34) Selected berm mu�iplier: 3.03 d.Upslope width=berm multiplier(G2c)times upslope mound height(G2b): 3.03 x 3.4 ft = 10.0 N DOWNSLOPE e.Orop in elevation=rodc layer width(D2)times percent landslope(C5)/100 10.0 ft x 8.0 X I 100= 0.8 ft f.Downslope mound h�ght=depth of dean sand for slope differerroe(G2e) at downslope rock edge plus the mound height at the upslope edge of rodc layer(2b) 0.8 ft + 3.4 ft= 4.2 ft g.Downslope berm multipli�based a�percent land slope(see Figure U-34 Seleded berm multiplier: 3.95 h.DoNmslope width=downslope multiplie�(G2g)times downslope mound height(G2� 3.95 x 4.2 = 16.6 ft i.Select greater of G 1 and G2h as the downsiope width 17.0 ft j.T��mound width is the sum of upslope(G2d)width plus rodc layer width(D2)plus downslope width(G2i) 10.0 ft+ 10.0 ft+ 17.0 ft= 37.0 ft k.Total mound lengft�is the sum of upslope width(G2d)plus rock layer length(D3)plus upsbpe width(G2d) 10.0 ft + 63.0 ft+ 10.0 ft= 83.0 ft Final Dimensions slope>1% 37.0 ft x 83.0 ft I he�eby ' that all work has been completed in accordance with all applicable ordin�oes,rules&laws. - (signature) 810 picense#) 11I312005(Cate) Page 2 of 5 . o.,...�.� s.v,u„�s� Job#� -r.�..�.� P.eoo.e.... Universi of Minnesota Mound Design Worksheet Site B Gre�than 1%Slopes a �ow Estimated 750 9Pd(see figure A-1) a�� x 1.5(safety factor)= 0 gpd B. SEPTIC TANK LIQtJID VOLUMES �� 2�p gallons(see figure Gi) Nurt�r d tanksloompartn'�ents � Etfluent F�r (Yesha) Y� G1 Septic Tnik C�in Gallons Nurr�r of Minimum Capacity with Capaaty with gedropms Capacity Garb.Disp. Disp.and l.ift Of 12S3 .1 � �' '�`- ?J^r �1 zF ,.��y�:: 3 or 4 ;�' � � 150U ��;� �'��, 5 or 6 � �� 2250 _�°�'�� '��.< � �� 7,8 or 9 +�. { * 3000 ��:' �� C. SOILS(Sife sv�uatror►data) 1. Depih to resUic6ng layer- 1.6 feet 2. Depth of pe�daUion tests= 12 ir�hes 3. Texlure � 4. Sal IoadN►g rabe(see Figws D-33) 0.60 �� p�� 7 MPI 5. 96 l.and Sbpe 9.0 96 D. ROCK LAYER DIMENSIONS 1. Multiply avera�ge design flaw(A)by 0.83 to obtain required a�ea�rock layer:Item A x 0.83= 750 gpd x 0.83 it�/gpd= 630 (t� 2. Oe�er►rune rodc layer width =0.83 ft`Igpd x Linear Loading Rate(LLR)(see LLR ch 0.83 ft2lgpd x 12.00 = 10.0 ft LLR Chart Perk Rate lLR <120 MPI <=12 >=120 MPt <� 3. Length of rock�ayer=area divided by width= 630.0 ft! 10.0 feet= 63.0 ft E. ROCK VOLUME 1. Muitiply rock area by rodc depth to get cubic feet of rodc 630.0 X 1.0 ft= 630.0 ft 2. Divide ft Dy 27 ft/yd3 to get cubic yards 630.0 ft3 / 27 = 23.3 yd3 3. Muttiply cubic yards by 1.4 to get weight of rock in tons; 23.3 yd3 X 1.4 ton/yd3 = 32.7 tons Page 1 of 5 F. ABSORPTION WIDTH Absorption rado: 2 ' 1. Absorpbon width equals absaption raUo times rodc layer width Site B 2.00 x 10.0 ft = 20.0 ft G. MOUN�SLOPE YYIDTH d�LENGTH(Groa�e�tl�an 196) 1. Downslope absorption width=absorption width minus rodc layer width 20.0 feet - 10.0 feet= 10.0 ft 2. Cak;ulate mourtd si�e UPSLOPE a.De�h a(c�an sand at upslope e�je of rodc layer=3 feet minus dist�ce to resUicting laye�(C1) 3.0 ft - 1.6 ft= 1.4 ft b.Mound heiyht at the upslope edge of rodc layer=depth�dean sand for s�aration(G2a) at upslape edge plus depth of rock layer(1 fo�)to d�th of cover(1 foot) 1.4 ft+1ft+1 ft= 3.4 ft c.Upsiape berm mu�iplier based on land slope(see figure D-34) Seleded berm multiplier: 2•94 d.Upslope width=berm multiplier(G2c)times upslope mound heiyht(G2b): 2.94 x 3.4 ft = 10.0 ft DOWNSLOPE e.Orop in elevatiai=radc layer width(D2)times pencent landslope(C5)/100 10.0 ft x 9.0 % /100= 0.9 ft f.Dormslope mound t►eight=de�h�dean sand for slope differenoe(G2e) at downsbpe radc edge plus the mound height at the upslope e�je of rodc layer(2b) 0.9 ft + 3.4 ft= 4.3 ft g.Downslo�e berm mut�pl'�based on percent land slope(sse F'�gure D-34 Sel�ted berm mul6plier. 4.11 h.DoMmsbpe width=downslope multiplier(G2g)times doNmslope mound heighaG2f) 4.11 x 4.3 = 17.7 ft i.Select greater of G1 and G2h as the dovmslope width 18.0 ft j.Total mound width is the sum of upslope(G2d)width plus rodc layer width(D2)plus downslope width(G2i) 10.0 ft+ 10.0 ft+ 18.0 ft= 38.0 ft k.Tot�rr�nd length is the sum of upslope width(G2d)plus rock layer length(D3)plus upslope width(G2d) 10.0 ft + 63.0 ft+ 10.0 ft= 83.0 ft Fin�Dimensions slope>196 38.0 ft x 83.0 ft I hereb oeRify that all work has been canpleted in aocadance with all applicable ordinanoes,rules&laws. (signature) 810(license#) 111312005(date) Page 2 of 5 ' University of Minnesota Pressure Distribution System Design - 10/25/04 an ooxsd re�xen�.s m�sr ee em�ed,a,e ne��r ae caroua�eo. o»s..: � 1. Select number of perforated laterals: 03 TP�� 2. Select perforation spacing= Oft <:.. .,.��,.... 3. Sinoe perforationa should not be plaoed c�oser that 1 foot to .....=W.W."`_______...... ..___. the edge of tl�e rodc lay�er(sae diagram),subtrad 2 feet from r_y.��M*..�..�,..�P= - v�r n.4 �11@ fOCI(�8y'@f� 63 -2 ft= 61 ft ^;`*^":^*�;'"'��4- 4. Determine the number of spaces between perforations. Divide the length(3)by pertoration spadng(2)and round down to nearest whole number. Perforation spacing= 61 ft/ 3 ft= 20 5. Sel�d pe►foration size 1/4 inch 6. Number of perforations is equal to one plus d�e number of perforation spaces(4). `Ci►eck figwe E-4 to assure tl�e number of peArNeOions per late�aJ guarantees <10%discharye variation. 20 spaoes+1= 21 perforationsflateral � um umber 1/4 inch E-6 Maximum Number of 3H6 inch perforaUons isberal to ran�se<10X disc variaffon laberal to uara�se<10X�scha variation rForation Perforation Spacing Pips Diameter Spacing Pfpe Diameter R 1 inch 1.25 inch 1.5 inch 2.0 inch feet 1 inch 1.25 inch 1.5 inch 2.0 inch 2.5 8 14 18 28 2.5 12 19 25 39 �3A ' $,.�:�: ,£ �'�3;• :�.'!7 2g. i 3 i: 11.�;_`� 1�$- : 24 S? > ; 3.3 7 12 16 25 3.3 10 17 23 36 .i�i.0 �::; � ;- ,41':' �6 +�. :: 4 , 10;_ 7B'; 21 33.` 5.0 6 10 14 22 5 9 15 20 31 7. A.Total number of perforations=perforations per la�ral(5)times number of laterals(1). 21 peAs!lat x 3 laterals= 63 perforations B.Cakx�late the square footage per perforaHon. Recommended value is 6-10 sqR/pe�f.Does not apply to at-grades. 1. Rock bed er�ea=rock width(ft)x rodc lengtl�(ft) 10 ft x 63 R= 630 R� 2. Square foot per perforation=Rodc Bed Area/number of perfs(6) 630.0 R2 / 63 peAs = 10.0 ft/perf 8. Detertnine required fbw ra�e by mulbplying tl�e total number of perforations(6A)by flow per perforaGons see figure E�) 63 perfs x 0.74 gpm/perfs= 46.6 gpm n Head Perforations diameter feet ind�es 3/16 7/32 1/4 1 0.42 0.56 0.74 z° o.s� o:� t.a 5 0.94 1.26 1.65 a. uae�.o roa�ar anpe-ram�y no�s. b.Use 2.0 feet for else , ._�/ 9. Detertnine Minimum Pipe Size " , . A Manifold on End. If laterals are connected to header pipe .., . as shown in Figure E-1,M select minanum required lateral �..E•�:M��aE„�aw.�«., diameter,enter figure E-4 or E-5 with perforation spacing and number of perforations per lateral.Selec:t minimum diameter for perforated laterals= 2.0 inches ___ -----.__ _ _ __ B. CerMer ManifoW. If perforated lateral system is attac�ed to ^�E�;;,,,�,� . manifold pipe near the oenter,like Figure E-2,perforated lateral length(3) � ,.,, _ ' and number of pe�forations per lateral(5)will be approbmately ' one half of that i�atep A. Using these values,selec;t - minimum diameter for perforated lateral= 1.5 inches , 'Z�-�',, I hereby certity that I have completed this wo�ic in accordanoe with ali applicable ordinanoes,rules and laws. (signature) 810 (license#) 11/03/OS (date) Losas of Soil Borings License#810 . Location or Project: Porposed lot 3, Block 1 Mackinnon Hill Borings made by: Rusty Olson's Soil and Perc testing 10/20/2005 Classiflcation System: AASHO ; USDS-USDS-SCS X ; Unified ; Other Auger used(check two): Hand X ,or Power .Flight, Bucket or Probe X_ Boring Number 1_Surface elevation_1047.5_ Mottled Soil at_1.6_feet 0"-6"Dark brown ioam 10yr3/2 H20 present at X feet 6"-14"Brown loam 10yr4/4 14"-20"Brown loam 10yr5/4 20"-30"Rusty brown loam 10yrfi/4 Boring Number_2_Surface elevation_1047.5._ Mottled Soil at 2.5_feet 0-16"Dai1c brown loam 10yr3/2 H20 present at X feet 16"-26"Brown loam 10yr4/4 26"-30"Brown loam 10yr5/4 30"-36"Rusty brown loam to clay loam 10yr5/3 Boring Number_3 Surface Elevabon_1044.0 Mottled Soii at_1.8_feet 0-8"Dark brown loam 10yr3/2 H20 present at X 8"-22"Brown loam 10yr4/4 22"-30"Rusty brown loam 10yr5/3 Boring Number 4_ Surface etevation_1044.0 Mottled Soil at_1.6 feet 0-8"Dark brown loam 10yr3/2 H20 present at X 8"-20"Brown loam 10yr4/4 20"-30"Rusty brown loam to clay loam 10yr5/3 Boring Number 5_Surface elevation_1046.5_ Mottled Soil at_1.6_feet 0-8"Da�lc brown loam 10yr3/2 H20 present at X_ 8"-20"Brown loam 10yr4/4 20"-30"Rusty brown loam to clay loam 10yr5/3 Boring Number 6_Surface elevation_1041.9_ Mottled Soil at_2.1 feet 0-8"Dark brown loam 10yr3/2 H20 present at X_ 8"-16" Brown loam 10yr4/4 16"-26" Brown loam 10yr5/4 26"-30"Rusty brown loam 10yr5/3 Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:23 A.M. On 10/29/05 Location: Proposed Lot 3, Block 1 Mackinnon Hill Hole number:1 Date hole was prepared: 10/28/05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture . 0-12" Dar1c brown loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 10J28/05 At 1:00 P.M. depth of 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 Maximum water depth above hole bottom during tests 6 iriches Time Time Depth Drop in H20 Perc Rate 8:41 9:11 6" 3.5 8.5 9:18 9:48 6" 3.2 9.3 10:05 10:35 6" 3.2 9.3 AVERAGE PERC. RATE 9.0 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:23 A.M. On 10/29I05 Location: Proposed Lot 3, Block 1 Mackinnon Hill Hole number.2 Date hole was prepared: 10/28J05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture a�2n Dark brown loam 10yr312 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 10/28/05 At 1:00 P.M. depth of 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 Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 8:42 9:12 6" 4.5 6.6 9:17 9:47 6" 4.3 7.0 10:06 10:36 6" 4.2 7.1 AVERAGE PERC. RATE 6.9 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:23 A.M. On 10/29/05 Location: Proposed Lot 3, Block 1 Mackinnon Hill Hole number.3 Date hole was prepared: 10/28/05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-12" Dark brown loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 10/28/05 At 1:00 P.M. depth of 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 Maximum wate�depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 8:43 9:13 6" 3.7 8.1 9:16 9:46 6" 3•5 8•5 10:07 10:37 6" 3•5 8•5 AVERAGE PERC. RATE 8.3 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:23 A.M. On 10/29/05 Location: Proposed Lot 3, Block 1 Mackinnon Hill Hole number.4 Date hole was prepared: 10/28/05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soit data from test hole: Depth, inches Soil texture 0-12" Dark brown loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 10/28/05 At 1:00 P.M. depth of 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 Maximum water deptF►above hole bottom during tests 6 inches Time Time De th Drop in H 0 Perc Rate 8:44 9:14 6" 4.8 62 9:15 9:45 6" 4.7 6.4 10:08 10:38 6" 4.6 6.5 AVERAGE PERC. RATE 6.4 MPI