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Home My WebLink Aboutseptic design-2005 • � �-j � + r� /L'�f1 ��, ��c� �r , Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License #810 11481 Riverview Rd. NE, Hanover, MN 55341 (763) 498-8779 fax (763) 498-8290 November 03,2005 Bohland Development Proposed Lot 2,Block 2 Mackinnon Hill Orono,Hennepin.County This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. Once the house size,location and septic site are chosen this design can be completed. The seasonally saturated soils were located at 18"-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. T'he soils at a depth of 12"have a percolation rate averaging 6 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 ef�luent to the tteatment 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 be fenced off before construction begins. This Design is not valid&the System will need to be relocated if failure to protect the areas proposed for the 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 harmful damage to your septic system. It is recommended that you pump the septic tank every year for 1 tank,every two years for two tanks. S' cerely, �— i Joseph J.Olson . ��'-' . � x � 0 rr 0 � �, n � � � n x � �'� �.. � G � r°J+ Ry �'' � i~a� � �- � Q � � o G � c � � � J � sa rt �`� + r .� � r� ;. r M � R - . a ��Qy A�� _ �p � �^� , ._. . o°'_ :�� " � � � �p � � w O � M . � q,r Q � ��A � � �+ �. r � S � v. o �� ,� A � Fb,+ � ' ,j K a �' � � � �' . + `�,� � � � � P � M n - � � s L . � � � � � � � . � � . X . � � � � � - � — - s ' � � � - � � ti � z . -� _ « � � � � � ' -� . � �"'•"'� Job#� a..�� -r....►„»� P�eos�ewM Universi of Minnesota Mound Design Worksheet Site A Greaterthan 1X Siopes A. FLOW � 750 9Pd(see figure A-1) or measured x 1.5(sa�ety facto�= 0 9pd B. SEPTIC TANK LIQUID VOLUMES ��k�� p gallons(see figu►e G1) Numbe�d tanks/oort�tments 0 Eifluent Fdter (Yes/no) f� C-1 Sepdc Tank Capadly in C�Ilons Number of Minimum Capacity with Capacity witl► gedroorr�s Capaiaty Gar�.Disp. Disp.and Lift a� :: � 1 25 �� h 3or4 � �. hr° �� 1500 �,��' �`�'' i J '�'�". Jf. 5 or 6 � 2250 �� ,��k' 7,8or9 � �, � ��r C. SOILS(Site evalu�ion d�a) 1. Deqh to restricting layer= 1.8 feet 2. Oeqh d perodation tests= 12 inches 3. Texlure � 4. Soil loa�ng ra�e(see Figure D-33) 0.60 9P�� p�ap��; 6 MPI 5. 96 Land Slope 9.0 96 D. ROCK LAYER DIMENSIONS 1. Muldply average design flow(A)by 0.83 to obtain required�ea of rodc layer:Item A x 0.83= 750 �d x 0.83 ftZlgpd= � � 2. Detertrrine rock layer width =0.83 ft`/gpd x Linear Laeding Rate(LLR)(see LLR chart 0.83 fl�/gpd x 12.00 = 10.0 ft LLR q�art Pe�k Rate LLR <120 MPI <=12 >=120 MPI <� 3. Length of rock layer=area divided by width= 63p,p ft/ 10.0 feet= 63.0 ft E. ROCK VOLUME 1. Mu�iply rodc area by rodc depth to get cubic feet of rodc 630.0 X 1.0 ft= 630.0 ft3 2. Divide ft3 by 27 ft3tyd3 to get cubic yards 630.0 ft I 27 = 23.3 yd3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 23.3 yd3 X 1.4 tonlyd3 = 32.7 tons Page 1 of 5 F. ABSORPTION WIDTH AbsorpHon ratio: 2 1. Absorption wid�equals absorpUon ratio times rock layer width Site A 2.00 x 10.0 ft = 20.0 ft 6. MOUND SLOPE WIDTH d�LENGTH(Greaterthan 196) �, paMmslope absorption width=absorption width minus rodc layer width 20.0 feet - 10.0 feet= 10.0 ft 2. Cak;ulate mound size UPSLOPE a.Depth o�dean sand at upslope edge of rodc layer=3 feet minus dist�ce to resUicti�g layer(C1) 3.0 ft - 1.8 ft= 1.2 ft b.Mound height at the upsiope edge of rodc layer=depth of clean sand for separatron(G2a) at upslope edge plus depth of rodc layer(1 foot)to de�h�cover(1 foot) 1.2 ft+1ft+1 ft= 3.2 ft c.Upslope b�m multiplier based on land sbpe(see figure D-34) Selected berm mulGplier: 2.94 d.Upslope width=berm multiplier(G2c)times upslope mound height(G�): 2.94 x 3.2 ft = 10.0 ft DOWNSLOPE e.Drop in devation=rodc layer width(D2)times percent landslope(C5)1100 10.0 ft x 9.0 % /100= 0.9 ft f.Downslape rtround height=depth of c�ean sand for siope diffe�nce(G2e) at downslope rock edge plus the mound height at the uPslope edge of rodc laye.r(2b) 0.9 ft + 3.2 ft= 4.1 ft g.Downslope berm multiplie.r based on percent land slope(see Figure D-34 Selected berm multiplier: 4.11 h.Dovmslope width=downslape multiplier(G2g)6mes downslope mound heiyh��2� 4.11 x 4.1 = 16.9 ft i.Select greater of G1 and G2h as the damslope widfh 1�•� � j.Total mound width is the sum of upslope(G2d)width plus rock layer width(02)plus downslope width(G2i) 10.0 ft+ 10.0 ft+ 17.0 ft= 37.0 ft k.Tot�mound length is the sum of upslope width(G2�plus rodc layer length(D3)plus upslope width(G2d) 10.0 ft + 63.0 ft+ 10.0 ft= 83.0 ft Final Oimensions stope>1% 37.0 ft x 83.0 ft I hereby rtify that all work has bcen comp�ted in acxordance with all applicable ordinances,rules&laws. (signature) 810(license#) %/D� vs(date) Page 2 of 5 ' o�� Job#� asw.rss Tw�wrMart P�eoswwrr Univers' of Minnesota Mound Design Worksheet S�e B �r�te�than 19G Slopes a �ow E�� 750 9Pd(see figure A-1) or measured x 1.5(safety factor)= U 9Pd B. SEPTIC TANK LIQUID VOLUMES ��k�ty �p g�lons(see figure G1) N�ur�ber d tanks/compa�trnenis 0 Eflh�ent Filbar (yesh�o) Yes C-1 Sepfic Tank C�adly�Gallons Number of Nfininwm Capaaty with Capacity with Bedrooms C�aahr Garb.Disp. Disp.and Lift 2 or less � � � �� :� 1125 �;' �� --: � 3 or 4 � � , ; 1500 ; �*�. 5 or 6 ��T � 7150 �: '�'~' > , 7 8or9 �I:;��`" t 3000 '��. � C. SOILS(Site evalu�ior►dffia) 1. Depth to restricting layer- 1.8 feet 2. Depth a�per�daaon tests= 12 inches 3. Texture � 4. Shc loadng tate(see F'�ure D-33) 0.60 9P�� p�,pd��, 6 MPI 5. %Land Sbpe 9.0 % D. ROCK LAYER DIMENSbNS 1. Mutdply average design flow{A)by 0.83 to obtain required area of rodc laye.c:ltem A x 0.83= 750 gpd x 0.83 ft/gpd= 630 ft� 2. Detertnine rndc layer width =0.83 ft`Igpd x Linear Loadng Rate(LLR)(see LLR chart 0.83 ft Igpd x 12.00 = 10.0 ft LLR Chart Perk Rate LLR <120 MPI <=12 >=120 MPI <� 3. Length of rodc►ayer=area divided by width= 630.0 ft! 10.0 feet= 63.0 ft E. ROCK VOLUME 1. Multiply rodc area by rodc depth to get cubic feet of rodc 630.0 X 1.0 ft= 630.0 ft 2. Divide ft3 by 27 ft31yd3 to get cubic yards 630.0 ft3 / 27 = 23.3 yd3 3. Multiply cubic yards by 1.4 to get weight of rodc in tons; 23.3 yd3 X 1.4 toNyd3 = 32.7 tons Page 1 of 5 F. ABSORPTION WIDTH Absorption ratlo: 2 � 1. Absorption widlh equals absorp6on ratio times rodc laye�width Site B 2.pp x 10.0 ft = 20.0 ft G. MOUND SLOPE WIDTH d�LENGTH(Greater lhan 1%) �. ppwnslope absorption Mridth=absorption width minus rock layer width 20.0 feet - 10.0 fcet= 10.0 ft 2. Calalate mound size UPSLOPE a.Depth of deam sand at upslope edge of rodc layer=3 feet minus dist�ce to resfricting layer(C1) 3.0 R - 1.8 ft= 1.2 ft b.Mound height at the upslope edge of rodc layer=depth of dean sand for separation(G2a) at upslope edge plus depth�rodc layer(1 foot)to depth o�cover(1 foot) 1.2 ft+1ft+1 ft= 3.2 ft c.Upslope berm multiplier based on land slope(see figure D-34) Selected bertn muNiplier: 2.94 d.U�lope width=bertn multiplier(G2c)times upslope mound height(G2b): 2.94 x 3.2 ft = 10.0 ft DOWNSLOPE e.Drop in eleva�on=rock layer width{D2)bmes per�ent landslope(C5)/100 10.0 ft x 9.0 % 1100= 0.9 ft f.Downslope mound h�ght=depth d dean sand for slope d'rfference(G2e) at downslope rock edge plus the mound height at the upslope edge of rock layer(2b) 0.9 ft + 3.2 ft= 4.1 ft g.Downslope bertn multipli�based on percent land sbpe(see Figure D-34 ��: 4.11 h.Downslope width=downslope multi�'�(G2g)times downslope mound height(G2� 4.11 x 4.1 = 16.9 ft i.Select greater of G 1 and G2h as the doMmslope width 17.0 ft j.Total rr�nd width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i) 10.0 ft+ 10.0 ft+ 17.0 ft= 37.0 ft k.Total mound 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>1% 37.0 ft x 83.0 ft I hereby certi(y that all work has been oompleted in accordance with all applicable ordinances,rules&laws. j�� (signature) 8t0 picense#) � , (date) Page 2 of 5 University of Minnesota Pressure Distribution System Design - 10/25/04 aaea,rad re�s�,r ae�a,nb,�ar�a.�area. o� 1. Selec�number of perforated laterals: 0 T�� 2. Selec;t perforation spacing= 03 R �.«.:k�.�.�, 3. Since perforations should not be placed closer that 1 foot to :......-'..__..._.;.....-f. t2- }�18 O��8�C� fa.��....s.a�t�..u.........�n_--r edge ay�er(see diagram)�subtred 2 feC1 frorrl -y��..,.•k Uie rodc lay�er �-2ft= 61 ft ��tiv.,,,.,.�d--�,�• t'\/�v��nK�.t'-!�' 4. Detertnlne fhe number of spaces between perforations. Divide the tength(3)by perforeaon spacing(2)and round drnm to nearest whole number. Perforation spaang= 61 ft/ 3 ft= 20 5. Seled perforation size 1/4 inch 6. Number of peAorations�equal to one plus the nunber of perfwation spaoes(4). 'Chsck fqwe E�to assure Ghe number of pe�ations per/atera/guaraMees <f0l6�CNarge ve�ie(ion. Zp spaoeg+1= 21 peAorations/lateral � wn Nwnber 1/4 -6 um wnber 3/16 inch perforaHons la�sral to ranEae<10X varlatlon laberal to uara�Eee<70'�f.dlscha variation Pe�foration Spac,GtB P�e DiameAer Spedng Pipe Dfameter , R 1 inch 125 inch 1.5 incF► 2.0 irx:h feet 1 inch 1.25 inch 1.5 inch 2.0 inch 2.5 8 �14q 1 8 2.5 ♦12 19 �2u5 39 ?�a r�,r;:� •�r:�'r ;��'i ,i :�� ik:S.�S�,j"'-�,'s nml� , _ '`7$ . '.;a�,. '��.� .. 3.3� � 7 12 16 ~ �•. 25 3.3 10 17 23 � . 36 s.".�n` _ '7;• �t;. ,F�� _;�3 `.;rr3;. , :#�.:�,. �$ ;��. ��{ 5.0 ' 6 10 n . 14 22 5 9 15 2p 31 7. A.Ta�l�umber of perforations=pe�forations per laferal(5)times number of laterais(1). 21 perfs/lat x 3 laterals= 63 perforatlons B.Caku�e tt�e square footage per perforation. R�eoarxnended va�ue is s-�o sqn/perf.ooes not appy to ac-grades. 1. Rodc bed area=todc w(dth(ft)x rodc length(it) 10 ft x 63 ft= 630 it� 2. uare toat per perforation=Rock Bed Area/number of perFs(6) 630.0 fl/ 63 perfs = 10.0 ft�/perf 8. Determine required flow rate by multiplyin�the total number of perforations(6A)by floMr per perforations(_see figure E-6) 63 perfs x 0.74 gpm/perfs= 46.6 9Pm �Pe�foradon Discha e in Pe rations d meter feet incfres 3/16 7/32 1/4 1 0.42 0.56 0.74 r a� o� ,.oa 5 0.94 1.26 1.65 a. tlse�.o roa ror akgle-tamNy nort�. b.U�Se 2.0 feel for else � ti�..,. 9. Detertnine Minimum Pipe Siae � . . -••��, A. Manffold oo End. If laterais are oonnected to header pipe __ . .. ... as ahovm in Figure E-1,to select minimum requir+ed laterai '�..E-�:M�.��d E�a w.� diameter,enter figure E�4 or E-5 with perforation spacin�and number of perforations per lateral.Seled minimum diameter for perforated laterals= 2.0 inches -------__ __ _ _-- - - -: B. Cenbsr Manifold. If pe�forated lateral sysbem is attached to ^�F� w;� ._ manifold p�e near the oeMer,like Fgure E-2.perforated lateral length(3) ~ .,. ._ a�d number of peAoratio�a per lateral(5)vrill be appro�arnatey ' one half of that in atep A. Using theae valuea seled - , minimum diameter for perforated lateral= 1.5 inches . 'Z��._ ,',' ' I hereby ' that I have completed this work in accordance with all applicable ordinances,rules and laws. (signature) 810 (lioense#) 11/03/05 (date) Losas of Soil Borinsts License#810 Location or Project: Porposed lot 2, Block 2 Mackinnon Hiil Borings made by: Rusty Olson's Soil and Perc testing 10/22/2005 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_983.2_ Mottled Soil at_1.8_feet 0"-18"Dark brown loam 10yr3/2 H20 present at X feet 18"-22"Brown loam 10yr4/4 22"-30"Rusty brown loam 10y�5/4 Boring Number 2_Surface elevation 983.2._ Mottled Sal at 2.0_feet 0-20"Dark brown loam 10yr3/2 H20 present at_X feet 20"-24"Brown loam 10yr4/4 24"-30"Rusty brown loam 10yr5/3 Boring Number_3 Surtace Elevation_1005.1 Motded Soii at 2.1_feet 0-20"Daric brown loam 10yr3/2 H20 present at_X_ 20"-26"Brown loam 10yr4/4 26"-30"Rusty brown clay loam 10yr5/3 Boring Number 4� Surface elevation_1005.1_ Mottled Soii at_1.8_feet 0-12"Dark brown loam 10yr3/2 H20 present at_X 12"-22"Brown loam 10yr4/4 22"-30"Rusty brown bam 10yr5/4 Boring Number 5_SurFace eleva6on_980.9_ Mottled Soil at_1.5_feet 0-18"Da�lc brown loam 10yr3/2 H20 present at_X_ 18"-24"Rusty brown loam 10yr4/4 24"-30"Rusty brown loam 10yr5/3 Boring Number 6,_,_Surface elevation_1003.4_ Mottled Soil at_1.8_feet 0-12"Da�lc brown loam 10yr3/2 H20 present at X_ 12"-22"Brown loam 10yr4/4 22"-30"Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:30 A.M. On 11/01/05 Location: Proposed Lot 2, Block 2 Mackinnon Hill Hole number.1 Date hole was prepared: 10/31/05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soif data from test hole: Depth, inches Soil texture 0-12" Darlc 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 10/31/05 At 11:00 A.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 ate 8:46 9:16 6" 4.8 6.2 9:31 10:01 6" 4.6 6.5 10:02 10:32 6" 4.4 6.5 AVERAGE PERC. RATE 6.5 MPI Percolation Test Data Sheet Lic.#810 Percola6on test readings made by: Rusty Olson's Perc. starting at 8:30 A.M. On 11/01/05 Location: Proposed Lot 2, Block 2 Mackinnon Hill Hole number.2 Date hole was prepared: 10/31/05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soit 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 10/31/05 At 11:00 A.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 8:47 9:17 6" 4.7 6.4 9:30 10:00 6" 4.6 6.5 10:03 10:33 6" 4.4 6.8 AVERAG PERC. RATE 6.5 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:30 A.M. On 11/01/05 Location: Proposed Lot 2, Block 2 Mackinnon Hill Hole number.3 Date hole was prepared: 10/31/05 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 10yr312 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 10/31/05 At 11:00 A.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 teast 4 hours Aubomatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Penc Rate 8:48 9:18 6" 5.5 5.4 9:29 10:59 6" 5.5 5.4 10:04 10:34 6" 5.5 5.4 AVERAGE PERC. RATE 5.4 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. sta�ting at 8:30 A.M. On 11/01/05 Loca6on: Proposed Lot 2, Block 2 Mackinnon Hill Hole number.4 Date hole was prepared: 10/31/05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Oepth, inches Soil texture 0-12" Darlc 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 10/31/05 At 11:00 A.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 8:49 9:19 6" 5.5 5.4 9:28 10:58 6" 5.5 5.4 10:05 10:35 6" 5.5 5.4 AVERA E PERC. RATE 5.4 MPI