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HomeMy WebLinkAboutseptic info including septic design SEPTIC SYSTEM INVENTORY Address: 365 Old Crystal Bay Rd. N. PID: 33-118-23 31 0002 Building Type residence BRs Install'd for: 3 In Musa: No Permit#: 1736 Date of Permit: 11/28/67 Installer: Widmer Bros. System Type: standard trench Performance: no Tank Filter: SYSTEM CONDITION Conformity: 3 Tank Condition: 6 DF condition: 8 Failure Pot: medium SEPTIC TANKS Material: concrete block Capacity: 750, 500 Setback to Bldg: 15 Cesspool: DRAINFIELD Length of Lines: 200 # Lines: 2 Trench Width: 2 Treatment Area: 400 Type of Filter: rock Soil Boring: no Tile Size: Under Tile: 12 Perc Rate: Setback DF-Bldg: 20 DF Ht above Wt: 0 Soil Type: loam, clay loam Limitations: water table WELL DATA Setbacks - Well-Tanks: 50 Well-DF: 75 Report in File no Pump Type: Depth: Diameter: Method: INSPECTION RECORD PUMPOUT RECORD DATE DESCRIPTION COMPLIANCE DATE GALLONS 8/10/81 no surfacing 2 ll/l/85 1000 8/18/86 no surfacing 2 1/3/94 1500 8/8/88 no surfacing-pump tanks 2 10/9/91 no surfacing-pump tanks 2 7/20/93 no surfacing-pump tanks 2 8/8/97 non-compliant-repair by 12/31/2007 3 10/26/99 non-compliant, repair by 12/31/2007 3 8/22/01 house to be torn down 3 house gone ?b, od l Ley A L N A � � o Tr„ aao Lfj/D 66'0 CITY OF ORONO 0 Municipal Offices O O Post Office Box 66 Crystal Bay, MN 55323-0066 ON—SITE SEWAGE TREATMENT INSPECTION REPORT �9kES 0 Owner: aft6e V C�YI�s Address: S Cl' CJ��,�jpJ Permit #I's: f O Dates: 11—M-6 / Contractor : City ordinance number 100 requires that each on-site sewage treatment system n Orono be inspected on a regular basis. The on-site sewage treatment system at the above address has been inspect and appears to fall into the category checked below. (This is>d_an existing system I ) new construction) SYSTEM CONFORMITY (1-3): 1 "CODE SYSTEM"-A system which meets all the location, design, and const uction standards of the current City Codes, and which is operating satisfactorily by treating and disposing of the entire current sewage input without discharging any pollutants into ground or surface waters. 2 "CONFORMING SYSTEM"-A system which does not meet all the location, esign, and construction standards of the current City Codes, but was installed according to the code in eff ct at the time of installation, and which is operating satisfactorily by treating and disposing of the entir current sewage input without discharging any pollutants into ground or surface waters. 3 "NON-CONFORMING SYSTEM"-A prohibited system; a system located with in a designated 100-year floodplain; any system which may or may not meet all the location, design, and onstruction standards of the current City Codes and which is failing for any reason; and any system with le Is than 3 feet of unsaturated soil or sand between the distribution device and the limiting soil characterist cs. (The limiting soil characteristic has or I I has not been ide tified at this time. If the limiting soil characteristic has not been ident4fied, this classification may be subject to revision.) TANK CONDITION (5-10): Tank inspection indicates: Pum pout not needed at this time. Solids accumulation in tanks indicates they should be pumped out this ye r to help prevent future problems.lP Solids accumulation in tanks is at a critical level. Tanks should be out as soon as possible. 8 System is discharging to the surface. Tanks must be pumped out within 4 hours to eliminate surface discharge. 9 Inspection risers missing-tanks could not be inspected. Inspection rise s (4" dia. pipe) must be installed in each tank at next pumpout. If tanks have not been pumped out within he last three years, they should be pumped out now. 10 Inspection pipe is located directly over tank baffle (does not give ac urate measurement of solids accumulation). If tanks have not been pumped out within the last three years, th should be pumped out now. PRAINFIELD CONDITION (11-14): MorWfetd inspection indicates: rainfield is dry, no surfacing evident. 12 Some evidence of surfacing, not critical yet. 13 Drainfietd is saturated and visibly discharging untreated effluent t the surface. Contact the City Inspector immediately. Repairs must be completed within 90 days. 14 Drainfietd extent and condition unknown. LIMITING SITE FACTORS (s lope,setbacks.etc.): �/1�64.�P(��bf6lDl POTENTIAL FOR SYSTEM FAILURE (depends on soils.water table.etc.): C NTS: —C a' L) Y S Ob 17, : Date of Inspection Septic ystem Inspector Note: In the event that this inspection report is used to satisfy the requ rements for a mortgage or other transfer of property, be advised that this report does not guarantee or certify that a existing system will continue to function properly, but is merely an opinion of the adequacy of the system under current conditions based on the available information. This report must be kept on the premises with the system to ation and pumping records. WHITE COPY/Inspectors File YELL W COPY/Homeowner o o CITY of ORONO M cipal Offices G Street Address: Mailing Address: �` E+ggOg� 2150 Kelley Parkway P.O. Box 66 Orono, MN 55356 Crystal Bay, MN 55323-0066 Owner: Address: 65 Old Crystal Bay Rd. N. Permit Vs: 1736 Dates: 11/28/67 Contractors: Widmer Br s. (This is [,X] an existing system [ ] new construction) . SYSTEM COMPLIANCE (1-3) : 3 1 Code System: Meets or exceeds current City standards in all respects relating to design, construction, and location. Appears to be operating proprly. 2 Compliant System: Does not meet all current City std rds for new construction, but in most respects appears to be designed, located, and consantr cted in accordance with previous codes and is functioning properly. Non-Compliant System: System may or may not meet cu rent City standards for design, construction, or location, but is failing to properly reat and dispose of the current input; and any system with less than three feet of verti al separation between the bottom of the drainfield and the saturated soil level. (The saturated soil level [X] has or [ ] has not been dentified at this time. If the saturated soil level has not been identified, this classifica ion is subject to revision.) TANK CONDITION (5-9) : 6 � Pumpout not needed at this time. Solids accumulation in tanks indicates they should be p ped out this year. System is discharging to the surface. Tanks must be pum ed out within 48 hours. 8 Inspection risers missing-tanks could not be inspected. If tanks have not been pumped out within three years, they should be pumped out and risers installed now. 9 Inspection pipe is located over tank baffle-can not meas re solids accumulation. If tanks have not been pumped out within three years, they should be pumped out now. (During the last septic tank Maintenance Pumpout the tanks [ ] were or [A] were not confirmed to be watertight by the licensed pumping contractor. If t e tanks were not confirmed to be watertight, this classification is subject to revision.) D INFIELD CONDITION (11-14) : 11 1'1V Drainfield is dry, no surfacing evident. Some evidence of surfacing, not critical yet. Repair isl not required at this time. 13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector immediately. Repair must beicompleted within 90 days. 14 Drainfield extent and condition unknown. POTENTIAL FOR SYSTEM FAILURE: (system age and condition, soils, etc.) : medium COMMENTS: In order to confirm that your septic system meet Minnesota standards, soil borings were performed to verify a 3 foot separation between the drainfield and the seasonal water table. The separation is 0 feet and the system is non-compl ant. Repair or replacement of the septic system is required by 12/31/2007. Date of Inspection S p is System Inspector Note: In the event that this inspection report is used o satisfy the requirements for a transfer of property, this report does not guarantee that existing system will continue to function properly, but indicates the operation of the system under current conditions. Telephone (612) 473-7357 9 FAR 47-0510 CITY OF ORONO O Municipal Offices O O Post Office Box 66 Crystal Bay, MN 55323-0066 ON–SITE SEWAGE TREATMENT INSPECTION REPORT ti �9kEsHo�� Owner: Address: s Permit #'s: Dates: -2p5m� Contractors: City ordinance number 100 requires that each on-site sewage treatment system in Orono be inspected on a regular basis. The on-site sewage treatment system at the above address has been inspectel and appears to fall into the category checked below. (This is A an existing system I ) new construction) SYSTEM CONFORMITY (1-3): 1 "CODE SYSTEM"-A system which meets all the location, design, and construction standards of the current City Codes, and which is operating satisfactorily by treating and disposing of the entire current sewage input © without discharging any pollutants into ground or surface waters. "CONFORMING SYSTEM"-A system which does not meet all the location, esign, and construction standards of the current City Codes, but was installed according to the code in effect at the time of installation, and which is operating satisfactorily by treating and disposing of the entire current sewage input without discharging any pollutants into ground or surface waters. 3 "NON-CONFORMING SYSTEM"-A prohibited system; a system located within a designated 100-year floodplain; any system which may or may not meet all the Location, design, and construction standards of the current City Codes and which is failing for any reason; and any system with Les than 3 feet of unsaturated soil or sand between the distribution device and the limiting soil characteristics. (The limiting soil characteristic I ) has or D4 has not been identified at this time. If the limiting soil characteristic has not been identified, this classification may be subject to revision.) TANK CONDITION (5-10): Tank inspection indicates: Pumpout not needed at this time. Solids accumulation in tanks indicates they should be pumped out this year to help prevent future problems. 7 Solids accumulation in tanks is at a critical level. 'tanks should be punped out as soon as possible. 8 System is discharging to the surface. Tanks must be pumped out within 48 hours to eliminate surface discharge. 9 Inspection risers missing-tanks could not be inspected. Inspection riser (4" dia. pipe) must be installed to each tank at next pumpout. If tanks have not been pumped out within thD last three years, they should be pumped out now. 10 Inspectionpipe is located directly over tank baffle (does not give accurate measurement of solids accumulation). If tanks have not been pumped out within the last three years, they should be pumped out now. DRAINFIELD CONDITION (11-14): Dr field inspection indicates: 1 Drainfield is dry, no surfacing evident. Some evidence of surfacing, not critical yet. 13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector immediately. Repairs must be completed within 90 days. 14 Drainfield extent and condition unknown. LIMITING SITE FACTORS (slope.setbacks.etc.): POTENTIAL FOR SYSTEM FAILURE (depends on soils.water table.etc.): COMMENTS: Date of Inspection tic System Inspector Note: In the event that this inspection report is used to satisfy the requir ients for a mortgage or other transfer of property, be advised that this report does not guarantee or certify that an existing system will continue to function properly, but is merely an opinion of the adequacy of the system under cu rent conditions based on the available information. This report must be kept on the premises with the system Location and pumping records. WHITE COPY/Inspectors File YELLOW OPY/Homeowner On the North Sbore of Lake Minnetonka ON-SITE SEWAGE TREATMENT CITY INSPECTION REPORT OF POST OFFICE BOX 66 _ONO 1335 S. Brown Rd. Crystal Bay,MN 55323 Ilk 473-7357 OWNER ADDRESS PERMIT NO.'S. DATES --/ �7CONTRACTORS City Ordinance No.210 requires that each on-site sewage treatment system in Orono be inspected on a regular basis.The on-site sewage treatment system at the above address has been inspected and appears to fall into the category c ecked below. (This is 10 an existing system ❑ new construction) 01 Meets or exceeds current City standards in all respects relating to design,construction,and location.Appears to be operating properly. 2 Does not meet all current City standards for new construction (1978 Code but in most respects appears to be designed, located, and constructed generally in accordance with previous codes.System,appears to be functioning properly;no major upgrading of the system is required at this time. El3 Does not meet current City standards in many respects relating to design,construction,or location.Appears to be operating adequately at this time,but has a relatively high potential for future problem s. No major upgrading of system is required at this time. 04 System may or may not meet current City standards for design,construction or location, but is failing to properly treat and dispose of the current input,and is endangering a water supply,or is a source of pollution to surface or groundwaters,or is creating a safety hazard,or is otherwise creating a public nuisance.Please contact the City Inspector to discuss system repair/ replacement procedures. If drainf laid replacement is necessary,soil testing wil I usually be required,and a design and site plan must be submitted for review.Your contractor must obtain a permit before wok is started. SYSTEM CONDITION (® Checked items may require your action) Tank inspection indicates: 4-4Inspectionpipe is located directly over tank baffle.(Does not ❑ Pumpout not needed at this time. give accurate easurement of solids accumulation.) If tanks ❑ Solids accumulation in tanks indicates they should be pump- have not been umped out within the last three years,they ed out this year to help prevent future problems. should be pum d out now. ❑ Solids accumulation in tanks is at a critical level. Tanks Drairyleld inspection i dicates: should be pumped out as soon as possible. J1 Drainfield is dry,no surfacing evident. ❑ System is discharging to surface. Tanks must be pumped ❑ Some evidence f surfacing,not critical yet. within 48 hours to eliminate surface discharge. ❑ Drainfield is rated and visibly discharging untreated ❑ Inspection risers missing—tanks could not be inspected, effluent to the surface. This condition may require replace- Inspection risers (4"dia.pipe)must be installed in each tank ment or additions to drainfield. Contact the City Inspector at next pumpout. If tanks have not been pumped out within immediately.Ri pairs must be completed within 90 days. the last three years,they should be pumped out now. ❑ Drainfield exten and condition unknown. SITE CHARACTERISTICS: Limiting Site Factors Potential for System Failure Site Capabilities for ❑ Slope (depends on soil types,water Future Expansion ❑ Soil table,and system condition) ❑Adequate ❑ High water table Low %Fair ❑ Lot size Medium ❑Poor ❑ Lake,wetland,or stream ❑ High ❑ Inadequate ❑ Drainage ❑System is causing visible surface discharge. COMMENTS: � 1054 ✓!I l� M,✓ Date of Inspection Septic Syst m Inspector Note: In the event that this inspection report is used to satisfy the requirements for a mortga a or other transfer of property,be advised that this report does not guarantee or certify that an existing system will continue to function prol erly,but is merely an opinion of the adequacy of the system under current conditions based on the available information. This report must be kept on the premises with system location and Dumping records. WHITE COPY/Inspector's File GOLD C PY/Homeowner SEPTIC SYSTEM APPROVAL .qv 0 CITY of ORONO Municipal Offices N G~ ,p Street Address: Mailing Address: 9xE8804� 2750 Kelley Parkway P.O. Box 66 Orono, MN 55356 Crystal Bay, MN 55323-0066 Owner Mty.Q o'r Phone (Home) (Work) Address 365 Old Crystal Bay Rdleast) City Orono State MN Zip Site Evaluator Steve Schirmers State License# 627 Phone# 763-497-3566 Type of Establishment: Single Family X Multi Family Commercial Est. Gallons Per Day 750 No. Potential Bedrooms 5 Slope: 5% Depth of Sand: Upslope: 1.7 feet Downslope: 2.2 Soil Sizing Factor 0.83 Perc Rates P-1 8.6 P-2 14.1 P-3 10 P-49.2 P-5 P-6 Restricting Layer Depth B-1 18" B-2 16" B-3 18" B-4 44" B-5 20" B-6 26" Type of Treatment System: Standard X Alternative Other Performance Pressurized Mound System X At-Grade System Gravity Trenches System Pressurized,Trench System Gravity Trenches W/Lift Pressurized BeJd Holding Tank W/Alarm Septic Tank Size 1250 & 1000 # of Tanks 2ift Tank Size 1250 Pump Brand GPM 39 HeadTreatment System: Minimum Square Feet with 9 inches of rock bBed (10*68) Mound Treatment Area 43*92 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. NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the inspector(952-249-4600) Call for inspection 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 tol pour footings will not be granted until the Inspections Department has verified the primary and alt rnate sites are protected. NO VEHICULAR TRAFFIC OF ANY KIND is allowed withi 20'of tested drainfield sites ever. ACCEPTED X DENIED By the City of Orono subject to existing regulations and the following conditions: 1) Make sure both sites are protected. 2) Sand placement must follow Cross Section in plans (Upslope and Downslope of bed). 3) Alarm must be installed inside house for pump tank. 4) Divert runoff away from mound. 5) Keep all water softner and iron filter discharge out of septic system. By: 9_3_q_0?1 Matt Bolterman, On-Site Systems Manager Date Telephone(952)249-4600 • Fax(952)249-4616 www.ci.orono.mn.us 6 S-P TESTING, INC. "ttevenb. Sc irmers - MPCA Cert.No. 627 951 Katydid Lane NE - St. Michael MN 55376 - (763) 497-3566 FAX (763)-497-5011 State License#394 I June 16, 2003 MN/DOT 365 Old Crystal Bay Rd. Parcel 16 - East 1/2 Orono, Henn. Co., MN This on-site sewage treatment system is designed for a Type , five bedroom home, in accordance with the Minnesota Pollution Control Agency Cha ter 7080 and local ordinances. The soils on this site are a clay loam. The seasonally saturate soils were located at 16"to 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 rock must be located at least 3' above the saturated soils. The soils at a depth of 12" have a percolation rate of 14.1 mpi. A pumping chamber will need to be installed to lift the effluent to the treatment area. 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. The manifold and supply line pipe must have back drainage to thepumping chamber. The distribution pipes shall have their ends capped. Be sure the r ck and sand fill material are clean. The sod layer below the entire mounded area ust be turned over, just break up the sod, be sure not to over work. I All neighboring wells are located greater than 100' away from the ro osed treatment 9 9 9 Y proposed area. 1 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 s ould have no problem in treating septic effluent effectively. Nothing other than human waste, toilet tissue, laundry, showers, water softener etc. should be disposed of into the septic tanks. Recomme d Iron filters be diverted out of the system. Recommend to divert the water softner al o if the iron filter is diverted. Garbage disposals are not recommended, due to addi g more solids &fine solids passing through to the system. Excessive amounts of oaps, antibacterial soaps, cleaning agents, shower cleaners used every shower chlorine agents may kill the bacteria needed to treat septic effluent. Additives are of recommended. Recommend to pump &clean your tanks through the manhole by a rtified pumper every 2 years. Check with your pumper to set up a schedule. Steven B. Schirmers 2 i '—\4 F-I&TWA 6 N LN'A+^t'�sFtR- ¢JD ,R kr)-j.0 �. y o 1-1000 45 -- --------- K ( \ 3.b4 \08,0 — �\- PROPERTY OF: � l�pT-ParieE��c� (9 Percolation Tests Scale- 4'6yV) 'I;yC�OwA 0<- 'T0C — tiu QSoil Borings JOo. O 0Ben&. Mark ,Ztk�C , 1- tact Cc0r+,-t\A Note: This system is to be constructed to meet the.Minnesota Pollution Control Agency S-P TEST/NG Vic Chapter 7080 & Local Ordinance LL Designed By--J �' e/ `----- a Note : Check all underground utilities po;p7,(0/S"/�, PH.6t2-497-3566 • 2 — rL y'.1 5 S _ 10iA �— L13 _ s PLAO SET- BACKS 2T. HOUSE System must be: Tank ao' from property fines from wgl,s L�f-'l T""P wAw QE ao from bidgs. I✓ r� tx - � �; 'Treatment area ='from takes, —'streams Treatment area from property tines , NOTE`Power supply and sAc'es must be located in a from wells -f"414 weather proof eridosure outside the pumping chamber and mantt�e ;to from Bldgs. .10 from trees SOIL BORIN G ELEVATIONS -yd �u�a 5 o TH.-2 EL.-_► 3A I g�—/� Tank Tank too Th. 3 EL.-JD10 Drop to Tank t�sO�1 lo�og.,j PRESSURE DISTRIBUTION MOUND SYSTEM TH 74 EL:a2--L- Min.I"to 8, Pumping TH05 EL:-/0s•3 Max.l"to 4' Chamber ma o 41 ELEVATION at PROPOSED PUMPING •4 l0 6 "dia,pipe `� CHA,�IIBER- L u S u 1,4�,�w'4 goo•o - ���y �� eF t5�- t t3•� SYSTEM DESIGN -MOUND TYPE--:I--' ,_L BEDROOM , Average percolation rote 14.1 minJinch (design.83sgft treatment area per gal.of daily sewage flow) o gal./day x.83sgft/got. aa. sq.ft.of treatment area +10%=-Leu4sq.ft. (.:-loft.width fd` ft.lenglh of bed area*side slope run -to t xNQ_heigtt=4_ftx 10 ft.lown-area needed) , Clean rock needed- JdAsq.ft.treatmentareax 1,02 depthofmcks 164 cu.ft=27= 2S cuy4(3/4'to?-W'dia.,incudes2!'ofrockabove pipe) loom s,a�.s.� aeon sond fill below rock needed U0 cu yds. approx. , sandy bam back fill a `� cu yds.approx., topsoil 6'.9-rru.yd:_ MM' S -f4. �asz:.!�.g'70 -Co -(oQ5�14,. WtgSlcts�'CJ _ .. . t14"too9l- lua Number of tanks requr ed a , Ist tank 50 gal. ;2ndtank/000 goLffirinurns fv3S PLAmP%PU 4:WAm-01e4- Pumping chamber capacity- 25% of daily sewage flaw of 0 gal.=. gal+reserve storage of 15 Oga 1/B11: 0 gal.+pipe back drauroge— PROPERTY O of 14 gal./tO0lin.ftof a "dia.supply.pipe, lin.ftneeded60 , _ gal.+manifold tq gcJt00rvxftof21, "dia.pipe,rn.ftneeded L ,. _got. dw � tgti total cgpochy needed 991 oat.(plus area for pump) use rnr,n. _ Distributiont pipe dio. , )on lin.ft,���dia. perforations alp"apart Pump size '2 hp. (pumpable capacity 10) gal.4cyctes/day) s:5=-o ilk} H Viso Pass 3 7ga+►1 ri+r .n. $-P TEST NG / C. Note: When constructing bed f7 , itis area should be shaped Note: Distance from treatment area to neighboring wells— FDe7siqgned 9 to divert run-off from entering treatment area. lzy=S26 � -yo0,-,k �p�� , oty e=.le/�/� PH. 612-497-3566 D , MOUND DESIGN WORK SHEET(For Flows up t 1200 d) A. Average Design FLOW A-1: Estimated Sewage Flows in Gallons per Day nurroero Estimated 90 gpd(see figure A-1) bedrooms Class I class II Class III class IV or measured x 1.5 (safety factor) = gpd 2 300 225 180 60% 3 450 300 218 of the 4 600 375 256 values B. SEPTIC TANK Capacity 5 750 450 294 In the 6 900 525 332 Class I, gallons (see re C- ) 7 1050 600 370 Ii,or III -)o 00 $ �gu18 1200 1 675 1 408 columns. C. SOILS (refer to site evaluation) G1: SePdC 7ant capaellies(in M11611s) aclty Number of Minaimum liquid Ugidd ip&ity with with dispppoW& 1. Depth to restricting layer= . feet B�0°1°s i� gmbli �disposlil Gft inside 2. Depth of percolation tests= 1-'O feet 2 or less 750 1125 1500 3. Texture L1.OK�.19'A V%4 3 or 4 1000 1500 2000 5 or6 1500 2250 3000 Percolation rate 1!�.1 mpi 7,8 or 9 2000 3W 4. Soil loading rate .4 IC gpd/sqft(see fi re D-33) 5. Percent land slope % D. ROCK LAYER DIMENSIONS 1. Multiply average design flow (A)by 0.83 to tain required rogk layer area. 7S0 gpd x 0.83 sqft/gpd= A ak 2. Determine rock layer width= 0.83 sqft/gpd*linear Loading Rate (LLR. 0.83 sqft/gpd x a-4, gpd/sqft= l0 ft Mound LLR 3. Length of rock layer= area=width= ig Q k4 _sgft(D1) in ft (D2) =_Ql 9� jft < 120 MPI <12 E. ROCK VOLUME > 120 MPI < 6 1. Multiply rock area (Dl)by rock depth of 1j ft to get cubic feet of rock ,meq sgft x 1 ft= t erAq cult 2. Divide tuft by 27 cuft/cuyd to get cubic yards �'�cuft +27 cuyd/cult= _cuyd 3. Multiply cubic yards by 1.4 to get weight of rock in tons a S cuyd x 1.4 ton/cuyd = tons 1D-33: Absorption Width Sizing Table Percolation Rate Loading Rate F. SEWAGE ABSORPTION WIDTH in Minutes par Sall Texture ca j.: Absorption itch per day pa Ratio (Mpl) square foot Paster than 5 Coarse Send 1.20 1.00 Medium Sand Absorption width equals absorption ratio (S a Figure D-33) 4=1W times rock layer width (D2) 6 0; 2. 31 to 43 Silt LAM 2•U Silt x 1�ft= ac,, ft 46 to 60 SSa1 ey L=U 0.45 2.67 61 to 120 Silry aay 0.24 5.00 Sand aay Slower trm 12 *System designed for the ails amt be adw or pe fonmow G. MOUND SLOPE WIDTH&LENGTH Landslope> 1% slope (landslope greater than 1%) 1. Downslope absorption-width=absorption width(1) 6"7bpooD minus rock layer width (D2) Mn � Itoe aw � rvwwlo� 2. Calculate mound size UPSLOPE a. Depth of clean sand Ell at upslope edge of rock layer =3 ft minus the distance to restricting layer(C1) "' 301 " 3ft-_ 03 ft=:_)-Zft' b. Mound height at the upslope edge of rock D-3* SLOPIUMMMTAWS layer = depth of clean sand for separation(G2a) i.=a vpsz. rs DOWNSLOPE at upslope edge plus depth of rock layer(1 ft) 4�a=� � alou$ plus depth of cover(1 ft) 321 491 -IN M 711 - 812 321 4d ad 611 7' . _ft+ 1ft+ 1ft= 3.02 ft o &0 �0 &d 6.0 7.0 U &0 4.0 &0 6.0 7.0 c. Upslope berm multiplier based on land slope 1 2.91 �A 4.76 sus 6.56 7'61 '.00 417. 5.26 6.38 7.53 3.3 3 (see flgul'e 2 z u 4.96 . LU 614 6.90 9.19 438 5.56 6.82 8.14 d. Upslope width= berm multiplier(G2c)times 3 z75 in W sag 6.68 9.90 4.56 W. 7.32 8.86 4 Z.68 4.V 4.84 5.66 6.06 9A1 4.76 6.2B 7.09 9.72 upslope mound height(C2b?: 5 LMU 4= 4A L29 Ln Ln u7 8.57 10.77 3 X za-ft =.�.'Z ft 6 LN Z &W 4.61 4N W 9.66 �8.0 7.14 9.38 12.07 DOWNSLOPE 7 1.4e M 3.70 4Z' Ln &U &90 5.86 7.69 10.34 13.73 B. Drop in elevation=roc1C layer width(D2)•times 8 Le AV 4Z 4.69 LU 3.95 5.88 833 1154 15.91 percent landslope (C5) 4-100 9 W6 &" 3.90 430 4.65 4.S 60 9.09 13.04 18.92 1(- ft x--.L210+100=. •� 20 zsi Ln &Z CU 4.44 4.19 6.67 10.00 15.00 23.33 Downslope mound height=depth of clean L22 2A 76.' Lb &a $a. 4a6 6.46 7a6 u u 17.65 30.43 ,,and for slope difference (G2e)at downslope za 3>z 3.49 UO 4A8 4.69 7.69 I= 21.43 43.75 •ock edge plus the mound height at the zpslope edge of rock layer (G2b) 3, ft+=ft=eft ;. Downslope berm multiplier based on percent'land slop _ a K.00 (see figure D-34) . i. Downslope width= downslope multiplier G2g) times downslope mound height(G20 y 3 00 x el ft=-a 1 t Up414peWid Gad) �'_L��_i UF(1 fe fWidth(G2d) Select the greater of G1 and G2h as the townslope width: aI ft i �1oa•Wa w� vwMWM u�, d� Total around width is the sum of upslope I vidth (G2d) width plus rock layer width 1• D2)plus downslope width (G2i) •row u„�,� � _.I a ft+.. ),=.ft+, a_ft= 4-S ft . Total mound length is the sum of upslope width(G2d) -lus rock layer length (D3)plus upslope width(G2d) ) ,�,.ft+ lod ft+.1 �, ft= cm feet a Cov 4' a I al Dimensions: 3' X /01 INV. hereby ce that this I�ve completed work in accordance.with appI cable ordinances, rules and laws. �7 v-- (sipature) g (license (date) PRESSURE DISTRIBUTION SYSTEM Geotextile fabric 1. Select number of perforated laterals Quarter inch perf,orations spaced a 3' 12 � 2. Select perforation spacing= 10 ft Perf Sizing 3/16"-1/4" 3. Since perforations should not be placed closer than 1 f lot to Perf Spacing 1.5'-5' the edge of the rock layer(see diagram),subtract 2 feet from the rock layer length. E-4: Maximum agowable number of 1/4-Inch pedordons per'iaterd to guarantee<10%discharge variation -2 ft =�ft pedoratton .spacing . 4. Determine the number of spaces between perforatio f� 1 inch 1.251nch. .1.5inch 2.0 Inch Divide the length(3)by perforation spacing(2)and dower to nearest whole number. 2b 8 14 18 28 Perforation spacing= Lew ft+ 3 ft= 2:t aces 3.0 8 13 17 26 3.3 7 12 16 25 5. Number of perforations is equal to one plus the er of 4.0 7 11 15 23 perforation spaces(4)..Check figure E-4 to assure the n mber of 5.0 6 10 14 22 perforations per lateral guarantees<10%discharge varia on. ate. _spaces+1 = a 3 perforations/late al E-6: Perforation Discharge in gpm 6. A. Total number of perforations= perforations per teral(5) perforation diameter times number of laterals(1) Inches 7) ' (feet) 3/16 7/32 1/4 11 perfs/lat x_ _lat=�e1_perfor tions 1.0a 0.42 0.56 0.74 B. Calculate the square footage per perforation. 2.0b 0.59 0.80 1.04 Should be 6-10 sgft/perf.Does not apply to at grade . Rock bed area= rock width(ft)x rock length(ft) 5.0 0.94 1.26 1 1.65 = VO sgft a use.1.0 toot for single-family homes. Square foot per perforation=Rock bed area+n er of perfs (6) b Use 2.0 feet for an in else. _ (g_5O sgft+_LLk _perfs= 41.4. .sgft/perf MAW= IMIM AT END OF PMMM DISTRIBUTION SYSTEM 7. Determine required flow rate by multiplying the total number of perforations (6A) .by flow per perforation f see figure E4) � perfs x . 5 L g m/perfs= 3 gpm 8. If laterals are connected to header.pipe as shown upper , '-� example,to select minimum required lateral " eter;enter ,,,d► �� figure E-4 with perforation spacing(2)and number of perforations \� per lateral(5) Select minimum diameter for „ ,,,,,a,„��,nR,�, erforated lateral= inches. '"`WfTRilYTION MR 1? 9. If perforated lateral system is attached to manifold pipe near the center,lower diagram,perforated lateral len (3) and number of perforations per lateral(5)will be ap roximately one iu , .mTa half of that in step 8. Using these values,select diameter for perforated lateral= Il l'� in �,w ."now ice"" ' �d I hereby certify that I have ompleted this work in accord ce with applicable ordinances, rules and laws. P. (signature) 3®' (license#) (date) PUMP SELECTIONPROC DUKE 1. Determine pump capacity: j ,- A. Gravity distribution 1. Minimum required discharge is 10 gpm 2. Maximum suggested'discharge is 45.gpm. For other 0 1 rate establishments at.least 1©/o.greater than the water supply , but no faster than the rate at which effluent will flow outs of the distribution device. B. 'Pressure distribution See pressure distribution work sheet From A or B. Selected'pump capacity:Z m 2. Determine pump head requirements: A.Elevation difference between pump and point of discharge soil treatment system &p Int of discharge `Z _-feet x.. . ®� B.Special head'requirement?(See Figure at right-Special Head quirements) total pipe _feet inlet �dlfference C. Calculate Friction loss pipe 1. Select pipe diameter .1.o in ._„______________________ ......./0L) 2. Enter Figure -9 with gpm(1A or B)and pipe diameter1). Read friction loss in feet per 100 feet from Figure E-9 Special Head 'Requirements Friction Loss=- 2.%o ft/.100ft of pipe 7 Gravity Distribution 0 ft 3. Determine total pipe length from pump discharge to so treatment Pressure Distribution 5 ft discharge point.Estimate by adding 25 percent to pipe ength for fitting loss.Total pipe length times 1.25=equivalent pi a length E-9: Friction loss in:Plastic Pipe L.,O , feet x 1.25 = _feet Per 100 feet 4.Calculate total friction loss by multiplying friction loss( 2) nominal in ft/100 ft.by..the equivalent pipe length(0) and divid by 100. flow rate 1.5 ipe diameter a. ft/100ftx +100= Z ft RPM D. Total head required isthe sum of elevation difference(A),special. 2.47 0.73 0.11 head requirements.(B),and total friction loss (C4) 25 3.73 1.11 0.16 � = 30 5.23 1.55 0.23 _ft+ ft+-1-ft 35, 6.96 2.06 0.30 Total head: H feet 40 8.91 2.64 0.39 45 11.07 3.28 0.48 EEApump selection 50 13.46 3.99 0.58 56 4.76 0.70 must be selected to deliver at least 3'1 gpm 60 5.60 0.82 )with at least I�4 -feet of total head (2D) 65 6.48 0.95 70 V7.44 1.09 I hereby certify that I ha v completed,this work in accordance th applicable ordinances,:rules and laws. y �, (signature) 3. {license#) ty (date) C S-P TESTING, INC. Steve i B. Schirmers • MPCA Cert.No. 627 951 Katydid Lane NE • St. I fiichael, MN 55376 • (763) 497-3566 FAX • (763) 497-5011 State License #394 LOGS OF SOIL1 BORINGS MN/DOT 365 Old Crystal Bay Rd. Parcel 16 - East 1/2 Orono, Henn. Co., MN Borings completed on 5-15-03, with a hand bucket auger. BORING NUMBER 1- Elev.104.5 - MOTTLED SOIL AT 16" - standing water present in boring at 22", 25 hours after the boring. 0 - 10" Topsoil dark brown loam 10YR 3/2 10" - 16" Brown clay loam 10YR 4/3 16" - 20" Rusty gray brown clay loam 10YR 5112 - mottles 10YR 6/8 20" - 34" Rusty brown clay loam 10YR 5/3 - mottles 10YR 7/1, 10YR 6/8 34" - 48" Rusty gray clay loam 10YR 6/1 - mottles 10YR 7/1, 10YR 6/8 BORING NUMBER 2- Elev.103.4 - MOTTLED SOIL,AT 16" - standing water present in the boring at 15", 25 hours after the boring. 0 - 6" Topsoil dark brown sandy loam 10Y�t 3/2 6" - 16" Brown sandy loam 10YR 4/3 16" - 22" Rusty gray brown sandy loam 10YR P/2 - mottles 10YR 6/8 22" - 38" Rusty gray brown clay loam 10YR 5/FU - mottles 10YR 7/1, 10YR 6/8 38" - 48" Rusty gray clay loam 10YR 6/2 - mot tles 10YR 7/1, 10YR 6/8 BORING NUMBER 3- Elev.106.9 - MOTTLED SOIL AT 18" - no standing water present in the boring. 0 - 10" Topsoil dark brown loam 10YR 3/2 10" - 18" Brown clay loam 10YR 4/3 18" - 40" Rusty yellowish brown clay loam 10 R 5/4 - mottles 10YR 7/1, 10YR 6/8 40" - 48" Rusty pale brown loam 10YR 6/3 - mottles 10YR 7/1, 10YR 6/8 Soil borings contd. BORING NUMBER 4- Elev.107.8 - MOTTLED SOIL AT 14" - standing water present in the boring at 24", 25 hours after the boring. 0 - 8" Topsoil dark brown loam 10YR 3/2 8" - 14" Brown clay loam 10YR 4/3 14" - 28" Rusty brown clay loam 10YR 5/3 - mottles 10YR 7/1, 10YR 6/8 28" - 48" Rusty gray brown clay loam 10YR 6 - mottles 10YR 7/1, 10YR 6/8 BORING NUMBER 5- Elev.105.3 - MOTTLED SOIL AT 20" - standing water present in the boring at 25", 25 hours after the boring. 0 - 8" Topsoil dark brown loam 10YR 3/2 8" - 20" Brown clay loam 10YR 4/3 20" - 26" Rusty brown clay loam 10YR 5/3 - mttles 10YR 7/1, 10YR 6/8 26" - 36" Rusty pale brown clay loam 10YR 6/ - mottles 10YR 7/1, 10YR 6/8 BORING NUMBER 6- Elev.108.9 - MOTTLED SOIL AT 26" - standing water present in the boring at 32", 25 hours after the boring. 0 - 18" Topsoil dark brown loam 10YR 3/2 18" - 26" Brown loam 10YR 5/3 26" - 30" Rusty brown loam 10YR 5/3 - mottles, 10YR 6/8 30" - 48" Rusty brown clay loam 10YR 5/4 - m ttles 10YR 7/1, 10YR 6/8 2 CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST ATA SHEET Percolation test readings made by S-P Testing hm on 5-16-03 start atAMM Test hole locatio 0 Test hole number-1. Date test hole was prepared 5-15-03• Depth of hole bottom 12 inches. Diameter of hole fi inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 101, Topsoil dark brown loam 1011 - 12" Brown clay loam Method of scratching sidewall is kaffe. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 5-15-03,1200pm. Depth of initial water filling is 12 inkhes above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for t least 4 hours is automatic si=phon. Maximum water depth above hole bottom during test is fi inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches i chas minutes per inch Remarks 12:50 prefill 6 1:00 1:30 6 1/2 8.6 30 min 1:37 2:07 6 -1/2 8.6 30 min 2:08 2:38 6 1/2 8.6 30 min Percolation rate=$, minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST ATA SHEET Percolation test readings made by S-P Testing.Inc. on 5-16-03 rng at 1:O1 Test hole location Test hole numbers Date test hole was prepared 5-15-03• Depth of hole bottom 12 inches. Diameter of hole.6 inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES S014 TEXTURE 0 - 611 Topsoil dark brown sandy loam 611 - 12" Brown sandy loam j Method of scratching sidewall is knife. Depth of gravel in bottom off hole is 2 inches. Date and hour of initial water filling 5-15-03,12:00pm. Depth of initial water filling is 12 nehes above the hole bottom. Method used to maintain at least 12 inches of water depth in hole four at least 4 hours is automatic siphon. Maximum water depth above hole bottom during test is(inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 12:50 prefill 6 1:01 1:31 6 2-1/8 14.1 30 min 1:36 2:06 6 2-1/8 14.1 30 min 2:09 2:39 6 2-1/8 14.1 30 min Percolation rate= 14•l minutes per inch. CERTIPICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST ATA SHEET Percolation test readings made by S-P Testing,Inc. on 5-16-03 starting at-1:024m Test hole location Test hole numberj. Date test hole was prepared 5-15-03• Depth of hole bottom 12 inches. Diameter of hole 6-inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 1011 Topsoil dark brown loam 1011- 12" Brown clay loam Method of scratching sidewall is Haifa. Depth of gravel in bottom of hole is 2 inches Date and hour of initial water filling 5-15-03, 120 m. Depth of initial water filling is above the hole bottom Method used to maintain at least 12 inches of water depth in hole for t least 4 hours is automatic siphon. Maximum water depth above hole bottom during test is!k inches. Measurement, Drop in water level, Percolation rate, Time Time interval min inches i iches minutes per inch Remarks 12:50 prefill 6 1:02 1:32 6 3 10 30 min 1:35 2:05 6 3 10 30 min 2:10 2:40 6 3 10 30 min Percolation rate=Ifi&minutes per inch. CBRTPFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST IATA SHEET Percolation test readings made by S-P Testing,Inc. on 5-16-03 staring atAMM Test hole locatioParcel 16, Orono, Test hole numberA Date test hole was prepared 5-15-03• Depth of hole bottom 1.inches. Diameter of hole 6-inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES $OIL TEXTURE 0 - 811 To soil dark brown loam 811 - 1211 Brown clay loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 5-15703, 12:00pm, Depth of initial water filling is above the hole bottom Method used to maintain at least 12 inches of water depth in hole for t least 4 hours is antomatie siphon. Maximum water depth above hole bottom during test is 6 inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches i nches minutes per inch Remarks 12:50 prefill 6 1:03 1:33 6 1/4 9.2 30 min 1:34 2:04 6 1/4 9.2 30 min 2:11 2:41 6 1/4 9.2 30 min Percolation rate=22ininutes per inch.