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2011-00401 - new septic
CITY OF ORONO PERMIT NO.: 2011-00401 2750 KELLEY PARKWAY ORONO, MN 55356- DATE ISSUED: 07/15/2011 952 249-4600 FAX: 952 249-4616 ADDRESS 2985 WATERTOWN RD PIN 04-117-23-21-0001 LEGAL DESC AUDITOR'S SUBD.NO.230 LOT 006 BLOCK 000 City of Orono PERMIT TYPE : SEPTIC 2750 Kelley Parkway Orow MN `i5356 '152-249-�46 0 PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE NEW Receipt pt !4o: 3,004648 May 31. 401; Burns Excavating NOTE: (3)PRECAST CONCRETE TANKS-SIZE OF TANKS 1250, 1250, 1000 MOUND SYSTEM-630 SQ.FT. Permits ?Ot7.I-00401 2935 Watertow 200.00 n ltd 101-3c 30 Mec:hancal!Sent ic;Other Permits 2011-00401 Z'385 Watertoa 5,00 n Rn 101-20WI2 Due to go'dts-Stdte Total. Check Check No: 21182 2^05.00 Payor: Burns Excavating Total Applied: 205.00 .00 APPLICANT SEPTIC NEW 200.00 BURNS EXCAVATING STATE SURCHARGE SEPTIC 5.00 2615 CO. RD.21 TOTAL 205.00 WATERTOWN,MN 55388 OWNER GHERARDI,LORI 1010 WILLOW VIEW LANE LONG LAKE,MN 55356- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be revoked at any time for due use. Applicant Permitee Sigriature DateC I Issuetoy Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. J. 04p�G City of Orono OR TY USE©NLY P.O.Box 66 �` 2750 Kelley Parkway Date Receiu >i, ' Permit = . Crystal Bay,MN 55323 _ (952)249-4600 Amount.:e $ � LIL VF CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Site Address: 9 is "7-'r Owner: Mailing Address: 9ist,�,«ia. A$ City: U (O nv- Zip: Home Phone: Alternate Phone: Contractor/App.: Contact Person: si t�� 64 Address: _3 Y7c, State License #: 1 PPY City: rT«��� Zip: Expiration Date: Phone: C FS - �3o 3 Alternate Phone: QN Residential ❑ Commercial ❑ Other v� New or Replacement System $200.00 0� Repair Existing System 100.00 (Tanks or Drainfield) State Surcharge 5.00 5.00 CX Total $ 2 O is- ' W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 1 / 2 de I will be installing the following: Tanks Q' Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other P I-f (list manufacturer) Number of Tanks: 3 Size of Tanks: 1 .2s a /,;-.s d /p .0 C.,-- Treatment System Trenches s.f. Mound 6 0 s.f. Gravel less s.f. Chamber s.f. NOTE: The contractor is required to provide an As-Built of the system before the final inspection. The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit, agrees to do all the work in strict accordance with ordinances of the City and regulations of the State of Minnesota and certifies that all statements made on this application are complete, true and correct. Signature of Applicant Date: l'j't� 31- MPCA License No.: f ff " Staff Review: ❑ Accept ❑ Denied Reviewer: Date: Reason for Denial: Comments (to be printed on inspection card): W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 2 / 2 ORONO Copy SEPTIC SYSTEM DESIGN n+ MMI ncopy DATE: June 3rd, 2011 ORONO CopyCITY OF ORONO SEPTIC P M INSPEC OR N R F DAT PE T NO. SITE ADDRESS: Richard Gherardi PROVED ASSCiBMITTED 2985 Watertown Road APPROVED WITH CORRECTIONS AS NOTEU OOTAPPROVED-CORRECT&REsi;liMI"I' Orono, M N 55356 Th m oomamm U6 for your information. All work Shull be doom *1 hl)60"""X With 911 applicable Septic antizoning code, 1W"kSmeat9iocludina items not specifically noted in tbiS review. COMPANY T"P-"84T ON SITE AT ALL TUNES Chip Hentges Septic LLC 15762 Babcock Ave Lester Praire, MN 55354Is omm M- CUROMM 612 - 200-3176 AW MCR XIN Mna MPCA License # L2064 oFam"W 1 NS9 DESIGNATED CERTIFIED INDIVIDUAL DALE DENN OpOATp COpy MPCA Cerification # 3226 C: 612 310-7881 Please contact DCI with any questions or comments regarding this septic system design. I hereby certify that I have completed this design in accordance with all applicable ordinances, rules, and laws. �C Dale Denn `. DESIGNER(DCI) SIGNATURE CERTIFICATION#3226 DATE CUSTOMER:- Name, USTOMER:Name: Richard Gherardi Street Address: 2985 Watertown Road City, State, Zip Code: Orono, MN 55356 Phones: (H) Cell Fax SITE INFO: Owner Same Address City County Henepin Date of design 6/21/11 System information New XX Replacement Type of system Rock Trench Gravelless trench XX Mound At-Grade Chamber Alternative, Other, Perform. Type of establishment Existing 5 Bedroom Home Septic tank information No. & size of usable existing tanks: No. & size of new septic tanks: 2 - 1250's Is there a grinder/ejector pump used or proposed? Yes Is there a garbage disposal installed or proposed? Yes Pump tank information Size of pump tank 1250 Septic tank capacity for this system is designed for a garbage disposal. Site considerations verify Propane or natural gas lines in way? verify Under ground electric lines in way? verify Cable or phone lines in way? verify Buried water lines in way? no Existing septic tank to pump and inspect? yes Old septic tanks to pump and bury? yes Septic tank truck access available? yes Trees to be removed? no Difficult tank & drainfield equipment access/workability? Variance required? NO Describe: Uesigh Overview Existing 5 bedroom home with a 750 gpd flow rate. The mound is split into two equal parts & denoted as Mound A and Mound B. Soils and peres are conducted for both mounds. Uneven pressure equalization utilized. See particular Mound A and Mound B Worksheets for lateral hole size and spacing. They are different - refer to the design pages. Pump flow rate is about 60 gpm at a head of 23 feet. As an option, an alternating pump panel may be installed to alternating dose each individual mound instead of both at once. A filter and alarm in the second septic tank is required. Elevations are listed here. BM is NE garage corner top of block at 100.00'. Mound manifold is 103.35'. Mound B manifold is 101.50'. House sewer pipe invert is 94.5'. A grinder pump may need to be installed in the basement to keep septic tank cover depth at 4 feet. Verify field conditions and depth of new sewer pipe to see if gravity sewer pipe out of house can be attained and not have septic tanks buried more than 4 feet. 1 st tank invert is 93.5'. 2nd tank invert is 93.75'. pump tank invert is 94.0'. 1 st tank average grade is 98.5'. 2nd tank avg grade is 97.8'. pump tank avg grade is 97.7'. Pump elevation is at 90.0'. Head is 9.35 feet. Install a gate valve for each mound with a squirt height tester to fine tune flow rate to each mound if conditions of laterals vary over time. see diagram. Install lateral cleanouts in one end of each mound. Snow may be plowed as indicated on the site map. Insulate all pipe under and near these areas. Pump and alternating panel if installed power may come from garage or panel for pool filters. Hennepin County Property Map - Tac Year. 2011 -ti;m:aeenn,.w a�xu.+,xi;aemce hra mny;uxaon aee�oreserd ei¢>e env,nrr eonuir..�ruao>nx,�n):.wnu;.n)O:sek3an n,>n xrwau zi�r .cwa•�sr:)a�w.,,A<.. fawSu ww 'hi Lid a.datea:su r,koede'sM.ca'irvapp .rm:m.> n C�scirow.rea 4ia a�A ��JiCdlp .2r:tC EI Y)tt'+<�.f.. }inin>r.nfwnrr dies,q.U��+'fl:•eaawxf`x,llietW4:lce}ron<:in:abia{a.d nd r,no[:cs nkapynx>use or Iw1Wuiereurcanw.m rF vw,uJ.vmawnn:xnarvt:hFs:- MW \ 3 Y ..�t< Z f't?)oyJK 3�$ ry P�ot:r •� i Y f �•w Yiyz . r t g r .i <9M' >ts, >}i.�)t6 Va ,, '.°•> J L' t� $ e $ yy�[ 3 � �G"� _9-,yS' )3 I .)Yoh �Jty, / �. 1,�y�-'f• a c•' < f ytr 77 AA v Inv JA.><� ,Rg .A> Hof2 to too #: coalRq r.t+ .w.V.• SF y t 3 i ::$e3ecYed B�arss:l tsaYa Date 3)a9nted sisaraoss�::,s:u,t Pry Parcel ID:4411?33--^.3-0091 Cu: .t Parc.!balte:16/7,12011 01Wner GJ H GF18FJAFj-0R L.L CGH£RARDI PaKef A44rew ass$WA.TERTOWN RD,ORONO,Med 55356 Pmpa 3?T 7yp-i.R£SWENTIAL I:Sal.Poet a314'L'QQ.U9. .! NameSte@dz H084 IAD ':Sale Oates.03/7.610: Area tsgftJJ 84335 Sale Cota: Arai(2cm5)11L.43 4farkez:utal:$R43,g0>):QO ras Ycixi:�5;585.12 : rtt}�'ln,}s,\a::le:nr_c�3Ts:11331.1;Sf�'i�,P3'O�',ertyl�4a}y,'i.c3ec.ns.s,�x cl��,�%tt UNIVERSITY OF MINNESOTA OSTP Preliminary Evaluation Form 1.Contact Information v 11.05.31 Property Owner/Client: '�+ ,4tE 0 O Client Phone Number: Mailing Address Site Address Parcel 1.D. Township kRange ri 1W Section Date �' _ c}Ol� Township name — Legal Desc or Lal/Long Evaluation for system type ❑New Construction Replacement- Parcel dimensions 2. Flow Information Client-Provided Information Type(s)of use(all that apply) Residential ❑Commercial ❑Other Use(Specify) No.of bedrooms'(if applicable) �Y, 1 `J p)Unfinished space (ftNo.of residents in home Adults Children Teenagers [3Daycare Existing flow measurements s(If Yes,attach readidgss)^ 13 No (K..,�Garbage Disposal Water Softener' ❑Iron Filter- Water-using devices(check all that q�Dishwasher Sump Pump' Other(specify)apply) b Large Bathtub/Jami High Efficiency Furnace' ❑Laundry/Large Tub on 2nd Floor Hot Tub• Clear water source Water use concerns(check all that apply) ❑Faucet/Toilet ❑Multiple Loads of Laundry/Day ❑Long-Term Prescription Meds ❑In-Home Business ❑No Lint Screen ❑Use of Anti-Bacterial Soap [3 Frequent Entertaining of Out-of-Town Guests Any additional current or future uses on this parcel(specify) Any non-sewage discharges to system (specify) Sewage ejector or grinder pump in home P( .� Yes j ❑No I acknowledge the above is complete and accurate I (Client(s)signature and date) Designer-determined Flow Information A.Estimated Design Flow(gallons per day) Anticipated waste strength values: *Domestic ❑High Strength BOD: mg/L CBOD:E==mg/L (TSS):E==mg/L 0&G:[:=mg/L 3. Preliminary Site Information 8(1).Water supply wells)within 100 ft of absorption area ❑Yes No Wells)were located Direct Observation ❑County We((Index Maps ❑Personal Communication MN Unique Well Id N: Depth of well(s) I > 166 7ft Well casing depth(s)I > ift Source B(2).Site within 200 ft of noncommunity transient supply well ❑Yes NC-0 Source 8(3).Site within a drinking water supply management area ❑Yes ](No Source B(4).Location of all existing and proposed buildings and improvements on lot(see Site Evaluation map) B(5).Buried water supply pipes within 50 ft of proposed system WYes ❑No C.Location of all easements on lot(see Site Evaluation map) Source D.Elevation of ordinary high water level(OWHL)-MN DNR(if adjacent to parcel) --� E.Floodplain designation and flood elevation Source F.Determine property lines(see Site Evaluation map) ❑Survey ❑Plat Map Other Site located in a shoretand district/area ❑Yes ❑No G.Distance of setbacks Property Lines ❑OHWL ❑Easements Water Supply Pipes 'W'-ell(s) Other Buildings H.Soil Survey Information(from web soil survey) ❑Map Map Units on Parcel List landforms Slope Range Par nt materials-check all that apply Landscape Position(check all that apply) TiB ❑Outvash ❑Loess ❑Bedrock ❑Alluvium ❑Summit ❑Shoulder ❑Backstope ❑Foots lope ❑Toeslope ❑Colluvium ❑Lacustrine ❑Organic ❑Cut/Fill ❑Depression ❑stream 13 Terrace ❑Manmade ❑Plain Minimum bedrock depth:11 inches Minimum bedrock depth:❑inches Maximum bedrock depth:❑inches Maximum bedrock depth:[—]inches Map Unit Septic Tank Absorption Field-Trench(MN) Ratings Septic Tank Absorption Field-At-grade(MN) Septic Tank Absorption Field-Mound(MN) UNIVERSITY OF MINNESOTA OSTP Field Evaluation Form 1.Contact Information v 11.05.31 Property Owner/Client C' Client Phone Number: A dress Date Weather Conditions T ,✓2 A G { , 2. Utility and Structure Information Utility Locations Identified ❑Gopher State One Call# ❑Any Private Utilities Property Lines ADetermined and Approved By Client Client's Approval(initial) Determined But Not Approved ❑Approximate ❑Property Lines Surveyed Locate and Verify(see Site Evaluation map) Existing Buildings Wmprovements ❑Easements Pi(Setbacks 3. Site Information Percent Slope CSlope Direction Landscape Position Slope Shape Vegetation type(s) �S Evidence of cut,fill,compacted or disturbed areas ❑Yes No ❑Locate Areas on Site Evaluation Map Discuss the flooding or run-on potential of site Identify benchmarks and elevations(SWY/e valuation Mop) e Proposed soil treatment area adequately protected s ❑No 4. General Soils Information Original soils Yes ❑No Type of observation ❑Soil Probe Soil Boring ❑soil Pit Number of soil observations 9 Soil observations were conducted in the proposed system location oyes ❑No A soil observation was made within the most limitin area of the proposed system Yes 13 No Soil boring log forms completed and attached Yes ❑No Percolation tests performed,forms completed and attached V4es ❑No 5. Phase I.Reporting Information Depth to standing water inches Anticipated construction issues Flood elevation feet Depth to bedrock inches Depth to periodically saturated soil inches Maximum depth of system inches Elevation at system bottom feet Differences between soil survey and field evaluation Percolation rate ,�� 60 min/inch Loading rate IW-!�ti/ gpd/ft' Contour loading rate -A�A gpd/ft Site evaluation issues/comments I hereby certify that I have completed this work in accordance with all applicable dinances rules and laws. (Designer) e) (License#) / (Date) MOUND DESIGN WORKSHEET (For flows up to 1200 gpd) i' OU14D A A. FLOW 375 gpd or measured X 1.5 = gpd B. SEPTIC TANK LIQUID VOLUMES: 2 - 1250's C. SITE EVALUATION INFORMATION 1. Depth of clean sand req. 18.00 inches or 1.50 feet 2. Depth of percolation tests = 12 inches 3. Perc. Rate 17 mpi 4. Land Slope 2.0 percent D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: 375 gpd X 0.83 sq ft/gpd 311.25 sq. ft. rock area 2. Select width of rock layer (Max 10' if<120, or max 5' if>120) 10.0 Yeet 3. Rockbed length (area/width) 311 sq. ft. / 10.0 feet = 33 feet E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock: 311.25 sq. ft X 1.0 = foot = 311 cubic feet 2. Divide cubic feet by 27 to get cubic yards: 311 cu. ft. / 27 = 11.5 cubic yards 3. Multiply cubic yards by 1.4 to get weight of rock �n tons: 11.5 cu. yd. X 1.4 = 16.1 tons X 10 % = 20.2 ton req'd F. ADSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is 17.0 m i Soil Texture is SILL ISize for Clay Loam 2. Select allowable soil loading rate from table: 0.45 gpd 1 sq. ft. PEC RATE MPI SOIL TEXTURE GPD/SQ.FT. RATIO FASTER>0.1 COARSE SAND1.2(1 1 00 0.1 TO 5 SAND 1.20 1.00 0.1 TO 5 FINE SAND 0.60 2.00 6 TO 15 SANDY LOAM 0.79 1.52 16 TO 30 LOAM 0.60 2.00 31 TO 45 SILT LOAM 0.50 2.40 46 TO 60 CLAY LOAM 0.45 2.67 60 TO 120 CLAY 0.24 5.00 >120 CLAY 0.20 6.00 3. Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd / sq. ft. by allowable soil loading rate: 1.20 gpd/ sq. divided by 0.45 gpd / sq. ft. equals 2.67 4. Multiply adsorption width ratio by rock layer width to get required adsorption width: 2.67 X 10.0 feet = 27 feet adsorption width additional feet added. G. DOWNSLOPE BERM WIDTH (Slope > 1%) 1. Slope: 2.0 If landslope is 1% or more, subtract rock layer width from adsorption width to obtain minimum downslope berm toe: 26.7 ft minus 10.0 ft rock = 17 Foot minimum adsorption area 2. Calculate minimum mound size: a. Determine depth of clean sand at upslope edge of rock layer: From Site Evaluation step C1: 18.0 inches clean sand b. Add depth of clean sand (2a) at upslope edge, plus 1 foot of rock plus 1 foot of cover to get mound height at upslope edge or rock layer. 18.0 in / 12 = 1.50 feet + 1ft + 1ft = 3.50 ft upslope height c. Enter table with landslope to get upisope berm multiplier of 3.70 d. Multiply berm multiplier 2c by upslope mound height 2b to get uplope berm width: 3.70 X 3.50 equals 13 feet upslope berm width e. Multiply rock layer width D2 by landslope to get drop in elevation- 10.00 levation:10.00 feet X 2.0 %slope = 20.00 / 100 = 0.20 feet f. Add depth of clean sand for slope difference 2e at downslope edge, to the mound height at the upslope edge of rock layer 2b to find downslope height: 3.50 feet + 0.20 feet = 3.70 feet downslope height g. Enter table with landslope and downslope berm multiplier of : 4.35 h. Multiply berm mult. by downslope mound height to get downslope berm width: 4.35 feet X 3.70 equals 16.1 feet downslope berm width i. Compare values of step G1 16.7 ft & G2h 16.1 ft The greater of the two values 47 is the downslope berm width j. Total mound width is the sum of upslope berm width G2d, plus rock layer width D2, plus downslope berm width G2i: 13.0 feet + 10.0 feet + 16.7 feet = 39.6 ft wide k. Total mound length is the sum of uplsope bermwidth G2d, plus rock layer length D3, plus upslope berm width G2d: 13.0 feet + 33.0 feet + 13.0 feet = 58.9 ft long i. FINAL MOUND DIMENSION 1S: 40 ft wide X 59 ft long % SLOPE DOWNSLOPE MULTIPLIER UPSLOPE MULTIPLIER 3 TO 1 4 TO 1 3 TO 1 4 TO 1 3.00 4.00 3.00 4.00 1.0 3.09 4.17 2.91 3.85 2.0 3.19 4.35 2.83 3.70 3.0 3.30 4.54 2.75 3.57 4.0 3.41 4.76 2.68 3.45 5.0 3.53 5.00 2.61 3.33 6.0 3.66 5.26 2.54 3.23 7.0 3.80 5.56 2.48 3.12 8.0 3.95 5.88 2.42 3.03 9.0 4.11 6.25 2.36 2.94 10.0 4.29 6.67 2.31 2.86 11.0 4.48 7.14 2.26 2.78 12.0 1 4.69 7.69 2.21 2.70 MOUND CROSS SECTION 1% Slope or greater I 13 Ft Upslo e Dike 10 Ft Wide Rockbed 17 Ft Downslope Dike 18.0 inches washed send Upslope Sand Base Rockbed Width Downslope 11 ft 10 ft Sand Base 17 ft Sand Base 27 ft Total Adsorption width F4 27 Ft total mound width from u slo a rock edge 39 Ft total Sand Base Width 40 Total mound width 39 X 55 SAND FOOT PRINT Side Side 39 Dike Dike Total Sand Sand Sand Width Width Width 11 33 Feet Rockbed Sand Base Length 11 55 Total Sand Length SOIL BORINGS DATE: CONDUCTED BY: Dale Denn Certification # 3226 B4 Depth Texture jColor Structure Sub-Soil features Mound A 0-11 sil 110yr 3/1 gr 11-30 sicl '10yr 4/4 sbk mottled @ 22" B5 Depth Texture Color Structure Sub-Soil features Mound A 0-10 sil 10yr 3/1 gr 10-14 sicl 3/2, 413 sbk 14-30 cl 10yr 4/4 sbk mottled @ 25" B6 Depth Texture Color Structure Sub-Soil features Mound A 0-11 sil 10yr 3/1 gr 11-13 sicl 3/2, 4/3 sbk 13-30 sicl 10yr 4/4 sbk mottled @ 21" B8 Depth Texture Color Structure Sub-Soil features Mound A 0-13 sil 10yr 3/1 gr 13-15 sicl 3/2, 4/3 sbk 15-30 cl 10yr 5/4 sbk mottled @ 22" Depth Texture Color IStructure I Sub-Soil features Depth Texture Color Structure Sub-Soil features 'PI ERCOLATION TEST DATA SHEETSl�'�/� �I Project: 2985 Watertown road DALE J. DENN Percolation # P3 Date percolation test conducted.- Conducted onducted:Conducted by: Dale Denn Certification # 3226 Soil data from percolation test hole: 0-12 sil 10yr 3/1 Percolation hole depth: 12 Percolation hole diameter: inches Method of scratching hole sidewall: 1 X 2 with protruding nails Depth of pea size gravel in bottom of hole: 2 inches Depth of initial water filling: 12 Method used to maintain at least 12 inches of water in hole for at least 4 hours. Manual fill and auto siphon. Date and time of initial fill: 6/21/1320hrs Maximum water depth above hole during test: 8 inches Time interval: P3 Depth: 12 in Texture: sil Average perc rate: 22.2 Time Interval Interval Interval Total Water Water Water Perc (min & sec) (minutes) (seconds) Time depth drop drop rate minute ratio Interval fraction decimal MPI start 0.00:00 8 stop 0:22:10 0:22:10 22 0.17 22.17 7 1 1 22.2 start 0:00:00 8 stop 0:22:42 0:22:42 1 22 0.70 22.70 7 1 1 22.7 start 0.00:00 8 .......................... stop 0:21:50 0:21:50 21 0.83 21.83 7 1 1 21.8 start 0:00:00 8 .......................... .......................... stop 0:00:00 7 1 1 start 0.00:00 8 stop 0:00:00 7 1 1 start 0.00:00 8 stop 0:00:00 7 1 1 start 0.00:00 8 stop 0:00:00 7 1 1 (,PERCOLATION TEST DATA SHEETS �'�G��/, Project: 2985 Watertown road DALE I DENN Percolation # P4 Date percolation test conducted- 6/22/11 Conducted by: Dale Denn Certification # 3226 Soil data from percolation test hole- 0-12 sil 10yr 3/1 Percolation hole depth: 12 Percolation hole diameter: 16 inches Method of scratching hole sidewall: 1 X 2 with protruding nails Depth of pea size gravel in bottom of hole: 2 inches Depth of initial water filling: 12 Method used to maintain at least 12 inches of water in hole for at least 4 hours: Manual fill and - _ auto siphon. Date and time of initial fill: /21/1320hrs Maximum water depth above hole during test: 8 inches Time interval: P4 Depth: 12 in Texture: sit Average perc rate: 14.0 Time Interval Interval Interval Total Water Water Water Perc (min &sec) (minutes) (seconds) Time depth drop drop rate minute ratio Interval fraction decimal MPI start 0.00:008 sto 0:14:23 0:14:23 14 0.38 14.38 7 1 1 14.4 start 0:00:00 g stop0:14:38 0:14:38 14 0.63 14.63 1 1 14.6 start 0:00:00 8 stop 0:13:05 0:13:05 13 0.08 13.08 7 1 1 13.1 start 0:00.00 g .......................... stop 0:00:00 7 1 1 start 0:00.00 g stop 0:00:00 7 1 1 start 0:00:00 8 .......................... .......................... stop 0:00:00 7 1 1 start 0:00:00 8 stop 0:00:00 7 1 1 OSTP Pressure Distribution `linnt ota PollutionDesigQn Worksheet UNIVERSITYntuoI Ag,�ncy S OF MINNESOTA i. Select Number of Perforated Laterals in system/zone: +�y _ �e�tr life `�"` D�CUJA J0�9UAOiawmp)..� iU�.� IVlinimum�Crip��%e �l5vODi%rUU: (2 feet is minimum and 3 feet is maximum spacing) perlDralions spaced 9'apart ul mck= � `z�.<�c-.`U�.c ?. Select Perforation Spacing ft dcd C6o Uo�'Uoc�iU�_O�e1G�(�r0�,� 0c�Do� 9••of rock wU�O®p6��aD0.7nUBOvOP�r/U� ivo�� Uo`� o"�o `�So`�ro 6��Yo U000"" )Jo`do�co"`%O�o�o 3. Select Perforation Diameter Size _ � inch Perforation sizing, 1" 10 Pedoia(ion spoon::2'to 3' 4. Length of Laterals =Media Bed Length -2 Feet. Perforation can not be closer then 1 foot from edge. v 11.05.31 `-j - 2ft = .? ft 5. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 4)by the Perforation Spacing (Line 2)and round down to the nearest whole number. Number of Perforation Spaces = 1 ft ft = ®Spaces 6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforations Per Lateral = / G Spaces + V = 1 r ---7Perfs. Per Lateral Check table below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double if the a center manifold is used. T Y.) 7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of Perforated Laterals (Line 1). /�; Perf. Per Lateral X Number of Perf. Laterals = Total Number of Perf. 8. Calculate the Square Feet per Perforation. Recommended value is 4-10 ft 2 per perforation. Perforation Discharce(GPM) Does not apply to At-Grades Perfora[ion Diame[e Head(ft) Bed Area = Bed Width (ft)X Bed Length (ft) ° 0.18 O.4'1 0.56 0.74 `� 1.5 0.22 0.51 0.69 ✓✓J 0.9 -J ft X � K ft = '✓`.' / ) ft, 20° 0.25 0.59 0.80 1.04 0.J '_>.5 0.29 0.65 0.69 1.17 3.0 0.32 0.721-0.98 1.28 Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). 4.0 0.37 0.83 1.13 1.47 5.0` 0.41 0.93 1.26 1.65 ft perforations ftZ ellis.- [,3/16 iich(,,1/4h/perforations P=rtoiarwn, D>:ellinj r.i1h i cinch perioiati�ns - 9. Select Minimum Average Head: ft 2 fz Uther atawishment an "f; irh;i to inch to V4 inch parforaticros S fent t�tllzr Y.tahli5hmcnlS and NfiTl.vi[h I•S iiKh 10. Select Perforation Discharge (GPM)based on Table III: GPM per Perforation Penor t on, 11• Determine required Flow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10). ®PerforationsX GPM per Perforation = GPM OSTP Pressure Distribution UNIVERSITI Pollution Design Worksheet OF MINNESOTA Lonuol �\gency 12. Select Type of Manifold Connection (End or Center): End �� ❑center 13. Select Lateral Diameter: ' lin -----Table 11 - Volume of Liquid in 14. Volume of Liquid Per Foot of Distribution Piping: ,//0 Gallons/ft Pipe 15• Volume of Distribution Piping = Pipe Liquid Diameter Per Foot _ [Number of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X (inches) (Gallons) (Volume of Liquid Per Foot of Distribution Piping (Line 14)J 1 0.045 X �.►y ft X r, �� gal/ft = 0- Gallons 11 55 0.078 10 16. Minimum Dose=Volume of Distribution Piping (Line 15)X 4 2 0.170 E 3 0.380 •gals X 4 = Gallons4 0.661 oernouts --_ manifold pipe t f i Manifold pipe.. i P ipe from pump lean outs Altcmate location of pipe from pump 1 alternate location Pipe from pump of pipe from pumN MOUND DESIGN WORKSHEET \ (For flows up to 1200 gpd) MOUND B ' 375 gpd or measured X 1.5 = gpd B. SEPTIC TANK LIQUID VOLUMES: 2 - 1250's C. SITE EVALUATION INFORMATION 1. Depth of clean sand req. 20.00 inches or 1.67 feet 2. Depth of percolation tests = 12 inches 3. Perc. Rate 23 mpi 4. Land Slope 3.0 percent D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: 375 gpd X 0.83 sq ft/gpd 311.25 sq. ft. rock area 2. Select width of rock layer (Max 10' if<120, or max 5' if>120) 10.0 eet 3. Rockbed length (area/width) 311 sq. ft. I 10.0 feet = 33 feet E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock: 311.25 sq. ft X 1.0 = foot = 311 cubic feet 2. Divide cubic feet by 27 to get cubic yards: 311 cu. ft. / 27 = 11.5 cubic yards 3. Multiply cubic yards by 1.4 to get weight of rock in tons: 11.5 cu. yd. X 1.4 = 16.1 tons X 10 % = 20.2 ton req'd F. ADSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is 23.0 m i Soil Texture is SICL ISize for Clay Loam 2. Select allowable soil loading rate from table: 0.45 gpd / sq. ft. PEC RATE MPI SOIL TEXTURE GPD I SQ.FT. RATIO FASTER>0.1 COARSE SAND 1.20 1.00 0.1 TO SAND 120 1,00 0.1 TO 5 FINE SAND 0.60 2.00 6 TO 15 SANDY LOAM 0.79 1.52 16 TO 30 LOAM 0.60 2.00 31 TO 45 SILT LOAM 0.50 2.40 46 TO 60 CLAY LOAM 0.45 2.67 60 TO 120CLAY 0.24 5.00 - >120 CLAY 0.20 6.00 3. Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd / sq. ft. by allowable soil loading rate.- 1.20 ate:1.20 gpd/ sq. divided by 0.45 gpd / sq. ft. equals 2.67 4. Multiply adsorption width ratio by rock layer width to get required adsorption width- 2.67 X 10.0 feet = 27 feet adsorption width additional feet added. G. DOWNSLOPE BERM WIDTH (Slope > 1%) 1. Slope: 3.0 If landslope is 1% or more, subtract rock layer width from adsorption width to obtain minimum downslope berm toe: 26.7 ft minus 10.0 ft rock = 17 Foot minimum adsorption area 2. Calculate minimum mound size: a. Determine depth of clean sand at upslope edge of rock layer- From Site Evaluation step C1: 20.0 inches clean sand b. Add depth of clean sand (2a) at upslope edge, plus 1 foot of rock plus 1 foot of cover to get mound height at upslope edge or rock layer. 20.0 in / 12 = 1.67 feet + 1 ft + 1 ft = 3.67 ft upslope height c. Enter table with landslope to get uplsope berm multiplier of 3.57 d. Multiply berm multiplier 2c by upslope mound height 2b to get uplope berm width: 3.57 X 3:67 equals- 13 feet upslope berm width e. Multiply rock layer width D2 by landslope to get drop in elevation- 10.00 feet X 3.0 %slope = 30.00 / 100 = 0.30 feet f. Add depth of clean sand for slope difference 2e at downslope edge, to the mound height at the upslope edge of rock layer 2b to find downslope height: 3.67 feet + 0.30 feet = 3.97 feet downslope height g. Enter table with landslope and downslope berm multiplier of : 4.54 h. Multiply berm mutt. by downslope mound height to get downslope berm width- 4.54 feet X 3.97 equals 18.0 feet downslope berm width I. Compare values of step G1 16.7 ft & G2h 18.0 ft The greater of the-two values 18 is the downslope berm width j. Total mound width is the sum of upslope berm width G2d, plus rock layer width D2, plus downslope berm width G2i- 13.1 feet + 10.0 feet + 18.0 feet = 41.1 ft wide k. Total mound length is the sum of uplsope bermwidth G2d, plus rock layer length D3, plus upslope berm width G2d: 13.1 feet + 33.0 feet + 13.1 feet = 59.2 ft long i. FINAL MOUND DIMENSION IS: 41 ft wide X 59 ft lon % SLOPE DOWNSLOPE MULTIPLIER UPSLOPE MULTIPLIER 3TO1 4TO1 3TO1 4TO1 3.00 4.00 3.00 4.00 1.0 3.09 4.17 2.91 3.85 2.0 3.19 4.35 2.83 3.70 3.0 3.30 4.54 2.75 3-57 4.0 3.41 4.76 2.68 3.45 5.0 3.53 5.00 2.61 3.33 6.0 3.66 5.26 2.54 3.23 7.0 3.80 5.56 2.48 3.12 8.0 3.95 5.88 2.42 3.03 9.0 4.11 6.25 2.36 2.94 10.0 4.29 6.67 2.31 2.86 11.0 4.48 7.14 2.26 2.78 12.0 1 4.69 7.69 2.21 2.70 MOUND CROSS SECTION 1% Slope or greater 13 Ft Upslope Dike 10 Ft Wide Rockbed 18 Ft Downslope Dike ls� ............. ........... 0 0 20.0 inches washed sand ---—---------------------------------------- -----------------------------------:----------------- ------------------------------------------------------- I Upslope Sand Base Rockbed Width Downslope Itft 10 ft Sand Base 17 ft Sand Base 27 ft Total Adsorption width (F4) 28 Ft total mound width from upslope rock edge 39 Ft total Sand Base Width 41 Total mound width 39 X 55 SAND FOOT PRINT Side Side 39 Dike Dike Total Sand Sand Sand Width Width Width 11 33 Feet Rockbed Sand Base Length 11 55 Total Sand Length SOIL BORINGS DATE: CONDUCTED BY: Dale Denn Certification # 3226 B1 De th Texture Color Structure Sub-Soil features Mound B 0-13 sil 10yr 3/1 gr 11-30 sicl 10yr 4/4 sbk mottled @ 18" B2 Depth Texture Color Structure Sub-Soil features Mound B 0-14 sil 10yr 3/1 gr 14-20 sicl 10yr 3/2 sbk 20-30 sicl 10yr 4/4 sbk mottled @ 25" B3 De th Texture Color Structure Sub-Soil features Mound B 0-19 sil 10yr 3/1 gr 19-23 sicl 3/2, 3/3 sbk 23-30 sicl 10yr 4/4 sbk mottled @ 26" B7 De th Texture Color Structure Sub-Soil features Mound B 0-13 sil 10yr 3/1 gr 13-28 sicl 10yr 4/4 sbk mottled @ 20" Depth Texture Color Structure Sub-Soil features Depth exture Color Structure Sub-Soil features I PERCOLATION TEST DATA SHEETS '�C�� _ PROJECT: 2985 Watertown Road Percolation # P1 Date percolation test conducted: 6/22/11 Conducted by: Dale Denn Certification #-3226 Soil data from percolation test hole: 0-12 sil 10yr 3/1 Percolation hole depth- 12 Percolation hole diameter: inches Method of scratching hole sidewall- 1 X 2 with protruding nails Depth of pea size gravel in bottom of hole: 2 inches Depth of initial water fitting: 12 Method used to maintain at least 12 inches of water in hole for at least 4 hours: Manual fill and auto siphon. Date and time of initial fill- 6/21 1305hrs Maximum water depth above hole during test: 8 inches Time interval: P1 Depth- 12 in Texture- sicl verage perc rate: 1 18.7 Time Interval Interval Interval Total Water Water Water Perc (min &sec) (minutes) (seconds) Time depth drop drop rate minute ratio Interval fraction decimal MPI start 0:00:00 8 stop 0.18:32 018:32 18 0.53 18.53 7 1 1 18.5 start 0.00:00 8 stop 0:18.49 0:18:49 1 18 1 0.82 18.82 7 1 1 1 18.8 start 0.00.00 8 stop 018:40 018:40 18 0.67 18.67 7 1 1 18.7 start 0:00:00 8 stop 0.00.00 7 1 1 start 0.00:00 8 stop 0.00:00 7 1 1 start 0:00:00 8 stn 0:00.00 7 1 1 1 start 0.00:00 8 stn 0:00:00 7 1 1 PERCOLATION TEST DATA SHEETS Project: 2985 Watertown Road DALE J. DENN Percolation # P2 Date percolation test conducted: 6/22!11 Conducted by: Dale Denn Certification # 3226 Soil data from percolation test hole: 0-12 sil 10yr 3/1 Percolation hole depth: 12 Percolation hole diameter: 6 inches Method of scratching hole sidewall: 1 X 2 with protruding nails Depth of pea size gravel in bottom of hole: 2 inches Depth of initial water filling: 12 Method used to maintain at least 12 inches of water in hole for at least 4 hours: Manual fill and auto siphon. Date and time of initial fill: 6/21/11 1317hrs Maximum water depth above hole during test: 8 inches Time interval: P2 Depth: 12 in Texture: sil Average perc rate:j 5.6 Time IntervalInterval Interval Total Water Water Water Perc (min &sec) (minutes) (seconds) Time depth drop drop rate minute ratio interval fraction decimal MPI start 0100:00 ___ stop 0:15:21 015:21 15 0.35 15.35 7 1 1 15.4 start 0:00:00 8 .......................... stop 015:50 0:15.50 15 0.83 15.83 7 1 1 15.8 start 0:00:00 8 ........................... .......................... stop 0:15:43 0:15:43 15 0.72 15.72 7 1 1 15.7 start 0:00:00 8 .......................... stop 0:00:00 7 1 1 start 0.00:00 _ 8 stopI 0:00:00 7 1 1 start 0.00:008 stop 0.00:00 _ 7 1 1 start 0:00:00 8 stop 0:00:00 _. _ 7_ 1 1 OSTP Pressure Distribution LTNIVEI2SIT1' P0111,1600 Design Worksheet of IV11NNESOTli (Ill ul %\CJc'11�jr r-- i. Select;qumber of Perforated Laterals in system/zone: ® m Geolr. e , U61 a zi USI.sDVRk:�C�G�L J���iL`Ol: I:linnnun )�:vGiO 1Cr_- 0 4 (_feet is minimum and 3 feet is maximum spacing) Prlorallons spacd apan ._ �yP4li C67✓Or, _. Select Perforation Spacing: 1 �ft � Al --' `c �i+c"oo�'� o l�.i c: or✓urr gr'y ho` of luck wDoOiD,�U�DoUvU��rnCC,..�_rvl Select Perforation Diameter Size / �'✓' inch Ierforationiizul9: V010r3110n spaeuul:2'10 Length of Laterals =Media Bed Length - 2 Feet. Perforation can not be closer then 1 foot from edge. v 11.05.31 r-=li - 2ft = ft �— 5. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 4)by the Perforation Spacing (Line 2)and round down to the nearest whole number. Number of Perforation Spaces ft ft = ,�Spaces I o. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforations Per Lateral = / Spaces + 1 = Perfs. Per Lateral I Check table below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double if the a center manifold is used. I �- Total Number of Perforations equals the Number of Perforations per Lateral (Line 6) multiplied by the Number of Perforated Laterals (Line 1). Pert. Per Lateral X Number of Pert. Laterals = Total Number of Perf. o. Calculate the Square Feet per Perforation. Recommended value is 4-10 ft per perforation. (OPFII PEfiGra uGn 0iame Wr ------- Does not apply to At Grades Bend Ill) Bed Area = Bed Width (ft)X Bed Length (ft) o— a o.,, V34 1.5 0.22 0.51 0 6 0.9 ft X ft = ftz a o` 0.26 osv u.ao - 2.5 0.29 O.a5 0.69 1.17 3.0 0.32 0,72 0,98 1.'_8 .Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). a.o 0.37 o.s3 ,— 1 4Y_ 5.0` O.i1 U.93 l.�0 1 65 z 2 1 1wc u..eun.��—0,31115 1-1, [� lft - perforations = ft /perforations 9, Select Minimum Average Head: 2 feet lllIfta(oWl'I111I1 :d a � f' In /1•. ft 1181 l 1 a I. np pea—to., 5 ltct 41n2f 2.[abllsnm2n(anJ:vST' u:1:51n:n p.norzuon: 10. Select Perforation Discharge (GPM)based on Table III: GPM per Perforation - -- Determine required Flow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10). L1 11 1_1Perforations X GPM per Perforation = GPM OSTP Pressure Distribution UNIVERSITYDesign Worksheet ibt?ti ul 1,�ir!�Cy' OF MINNESOTA 12. Select Type of Manifold Connection (End or Center): f VEnd ❑center 13. Select Lateral Diameter: i� in —�- gable 11- Volume of Liquid in I-4. Volume of Liquid Per Foot of Distribution Piping: � Gallons/ft Pipe 15. Volume of Distribution Piping = Pipe Liquid Diameter Per Foot _ (Numoer of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X (inches) (Gallons) (Volume of Liquid Per Foot of Distribution Piping (Line 14)] -y 1 O.OalS i X = � ft X �, /to gal/ft = Gallons 11 55 0.010 16. Minirnum Dose=Volume of Distribution Piping(Line 15)X 4 2 0.170 gals X 4 = Gallons 3 0.380 4 Q.661 ae:muut, mani of pipe t 1 i AlunifcltJ pipe. pipe from pump lean outs Alu mate location of liq)e Gone pump alternate locatioll Pipe from pump of pipe from purr i OSTP Non-Level Pressure Distribution ;.!innesota UNIVERSITY Pollution Design Worksheet OF MINNESOTA Control Agency 1. Enter soil treatment area(STA)length in order of the Highest Elevation to the Lowest Elevation: v 11.05.31 Lateral 1 Pipe Elevation n ft Lengrh of STA from manifold ®ft Highest Lateral 2 Pipe Elevation ft Length of STA -� ft Lateral Pipe Elevation ]ft Length of STA ft Lateral 4 Pipe Elevation ft Length of STA ft Lateral 5 Pipe Elevation �ft Length of STA ft Lateral 6 Pipe Elevation ��ft Length of STA ft Lowest 2. Calculate Change in Elevation over the laterals =Highest Elevation(Lateral 1)-Lowest Elevation(Last Lateral above) ��? ft f[ 27,P Ift 3. Select Minimum Average Head: /, ft Use 1.0 ft for dwellings using 3/16 to 1/4 inch perforations. Use 2.0 ft for dwellings using 1/8 inch perforations;or,for MSTS or other establishments using 3/16 to 1/4 inch perforations. This worksheet cannot be used for a Minimum Average Head of 5.0 feet. Design must be modified or valving must be used to equalize flow. 4. Calculate the Total Head =Minimum Average Head (Line 3)+Change in Elevation (Line 2) /y ft + � ft ft 5. Calculate Pressure Head for Each Lateral A.Highest trench elevation(Pipe Elevation 1):Pressure Head equals Minimum Average Head (Line 3) B.All other trenches:Pressure_Head equals Minimum Average Head (Line 3)plus the Change in Elevation from Lateral 1. Minimum Average Head ttevauon or elevation or t arPrai t ar„ral Pressure Head Lat 1 �a ft + [��—�f[ -C�ft] _ �� ft Lat 2 , ft + ( //11 ��ft - �jli ft) _ �i ft Lat 3 ��ft + [j—--��ft ft] = C�ft Lat 4 ft + ft ft] _ �ft Lat 5 C�ft + [E=ft =ft] _ ��ft Lat 6 �]ft + [=ft ft] _ =ft 6. Determine the Flow Rate per Hole Select a Perforation Diameter and the corresponding gallons per minute from the Q = 19 .65 ed 2 Perforation Discharge table below,adjusting as needed. c=0.60•d=perforation diameter;h=pressure head or Calculate Perforation Discharge(Q)in GPM: t 1 Pressure Head r ft Perforation Diameter � � _ �. � GPM Highest j� Lat 2 Pressure Head '',..�. � ft Perforation Diameter GPM Lat 3 Pressure Head ft Perforation Diameter _ GPM Lat 4 Pressure Head ��ft Perforation Diameter _ GPM Lat 5 Pressure Head ft Perforation Diameter = u GPM Lat 6 Pressure Head ft Perforation Diameter E:= GPM Lowest & ,-2.> r 4j')0 . 't OSTP Non-Level Pressure Distribution ^;tinny ota ution UNIVERSITY Poll Design Worksheet OF MINNESOTA Control Agency 7. Calculate Flow in Gallons Per Minute for Lateral 1 Perforation Discharge(GPM) A. Select Perforation Spacing: l� feet Perforation Diameter B. Length of Laterals =Length of STA(Line 1)-2 Feet ~lead(fr) /32 e e 2 ftY' �' �� 1.0' 0.18 0.41 0.56 0.74 1.5 0.22 0.51 0.69 0.9 2.0` 0.26 0.59 0.80 1.04 C- Number of Perforation Spaces =Divide the Length of Lateral 1 (7.6)by the 2.5 0.29 0.65 0.89 1.17 Perforation Spacing(Line 10)and round down to the nearest whole number. 3.0 0.32 0.72 0.99 1.27 Check Table II to ensure the maximum number of perforations is not exceeded. 4.0 0.37 0.73 1.13 1.47 ft/ ® ft= Spaces 5.01 0.41 0.93 1.26 1.65 t frwt Dwiallings•a•ich 3;16 inch to 1/4 inch D. Select Type o Manifold Connection End or Center): perforations yP f f ( ) ❑End Center Dwellings caith 118 inch perforat ioix E. Number of Perforations=Number of Perforation Spaces(Line 11)+ 1. =feat Ocher a tablishments and:-.STS�.,ith 3;t6 ;3 inch to 1;4 Inch perforations �.��,� SpdCE5+1 = I"-f� '�' Other e tablishments and ro,ST,with 118 inch 5 fent F. Flow Rate for Lateral 1 =Number of Perforations X Flow Rate Per Hole for Lateral 1 perforations ` X 0, = ®GPM for Lateral 1 8. Calculate the Gallons Per Minute Per Foot for Lateral 1. This value will then be used to make sure that the gallons per minute per foot is equivalent in each lateral Gallons Per Length= Flow Rate for Lateral 1 divided by Length of Lateral 1 �+ r 19.31 _ .- GPM/Foot 1.1<. ., t _ +- i t. 1 r' c ,d 9. Balance flows for other lateral lengths,spacing,and size. If you end up with large perforation spacing(T is max)lower the initial spacing for Lateral 1 (Line 7.A)or the perforation size(Line 6) Lateral 2 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) ft X � � GPM/ft= .j' GPM Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.2) Check Table to ensure the maximum number of perforations is not exceeded. .;e, . tp = Perforations Select Type of Manifold Connection(End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) ❑End ❑Center //�� j , Perforations-1} _ ` ' ftIJ, 29 K 6L 'u.✓J . �� ` �►Sd' ' yO1i'�/�tis.•���ta� �O✓!F/�9..r j� OSTP Non-Level Pressure Distribution UNIVERSITY Design Worksheet or MINNE-SOTA CO�iuui%+�7ency Lateral 3 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) ft X GPM/Ft= GPM Number of Perforations=GPM/Flow Rate for Lateral 3(Line 6.3) Check Table to ensure the maximum number of perforations is not exceeded. Perforations Select Type of Manifold Connection(End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) ❑End EI Center (� ) -. ( Perforations-1) _ �ft Lateral 4 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) ft X GPM/Ft= GPM Number of Perforations=GPM/Flow Rate for Lateral 4(Line 6.4) Check Table to ensure the maximum number of perforations is not exceeded. Perforations Select Type of Manifold Connection(End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) E]End El Center (� ) _ ( Perforations-1) _ �ft Lateral 5 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 1 ft X GPM/Ft= GPM Number of Perforations=GPM/Flow Rate for Lateral 5(Line 6.5) Check Table to ensure the maximum number of perforations is not exceeded. - Perforations Select Type of Manifold Connection(End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) El End E]Center (� ) . ( Perforations-1) _ �ft Lateral 6 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 1 ft X GPM/Ft= =GPM Check Table to ensure the maximum number of perforations is not Number of Perforations=GPM/Flow Rate for Lateral 6(Line 6.6) exceeded. Perforations Select Type of Manifold Connection(End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) [__1 End El Center (= ) : ( Perforations-1) _ �ft 10. Calculate Total GPM for system-the total GPM need from the pump. Lateral 1 Flow+Lateral 2 Flow+Lateral 3 Flow+Lateral 4 Flow+Lateral 5 Flow+Lateral 6 Flow Lff + &9c + = + = + = + _ ®Total GPM 11. Summary Enter the minimum pipe size that allows for even distribution and the volume of liquid in the pipe from Volume of Liquid in the table. Pipe Total Volume Pipe Liquid Pipe Volume Pipe Length to Fill Pipe Perforation Diameter Per Foot Pipe Size(in) (gat/ft) (ft) (gal) Size(in) Spacing(ft) (inches) (Gallons) �� Lateran 10,23 1 Highest 1 0.045 8 Lateral , 10,.231.25" 0.078 Lateral 3 / .01 1.5 0.1 10. Lateral 4 2 0.170 3 0.380 Lateral 4 0.661 Lateral 6 Lowest Total Volume of Distribution Piping= Min.Delivered Dose Volume=Four X the Total Volume of Piping= c � ' r 1 tv�s(f Af li tip, YA PUMP SELECTION PROCEDURE A. Pump capacity Already determined from PRESSURE DISTRIBUTION PAGE, line #7 Pump capacity = 58 GPM Pump capacity should be between 20 and 40 GPM for charging a manifold or for pumping to a gravity situation, ie, a drop box or distribution box. B. Determine head requirements 1. Elevation difference between pump and the point of discharge 2. If pumping to a pressure distribution-system, add 5 feet of head required at the manifold. If pumping to a gravity system, use zero (0) feet of head. 3. Determine friction loss a. Enter friction loss table with gpm 58 and pipe diameter 2.00 FRICTION LOSS IN PLASTIC PIPE FLOW RATE NOMINAL PIPE DIAMETER FLOW RATE NOMINAL PIPE DIAMETER IN GPM 1.5 2 3 IN GPM 1.5 2 3 20 2.47 0.73 0.11 35 6.96 2.06 0.30 25 3.73 1.11 0.16 40 8.91 2.64 0.39 30 5.23 1.55 0.23 45 11.07 3.28 0.48 Friction loss = 3.68 feet per 100 ft of pipe. b. Determine total pipe length from pump to discharge point = 185.0 Add 25% to pipe length above to account for fitting loss = 231.3 feet pipe c. Calculate total friction loss by multiplying friction loss in ft/100 63a by equivalent pipe length 133b above = 3.68 X 231.25 equals 851.00 1100 = 8.5 ft head C. Total head required is the sum of the elevation difference B1 plus additional pressure for the manifold B2 plus the total friction loss 313c. 9.4 plus 5.0 plus 8.5 equals 22.9 ft total head D. The Pump requires 58 gpm and 23 feet of head SIZING OF PUMP STATION 1. Insert flow rate 750 gallons per day 2. Insert gallons per vertical inch from tank manufacturer 25.0 gallons per inch 3. Calculate gallons to cover pump sitting on 4 inch block with 2 inches of water 3 in pad + 12 pump hgt 2 H2O = 17.0 inches of water 17.0 H2O X 25 gpi = 425 gallons to cover pump 4. Calculate total pump out volume a. Calculate gallons per dose based on 4 pumping intervals per day 750 flow divided by 4 = 187.5 gallons per dose b. Calculate drainback (1) Pump pipe length & diameter = 185 length 2.0 in diam. (2) Determine liquid volume of pipe from chart per 100 feet = 17.43 PIPE DIAMETER GAL/100 FT PIPE DIAMETER GAL 1100 FT 1.25 7.77 2.50 24.87 1.50 10.58 3.00 38.40 2.00 17.43 4.00 66.10 (3) Multiply pipe length by volume divided by 100 to get drainback quantity 185.0 X 17.43 equals 3224.6 / 100 = 32 gallons 5. Calculate total pumpout volume by adding pump dose #4a plus drainback#4b3 187.5 gallons + 32 gallons = 220 gallons pumpout volume 6. Calculate volume for alarm based on 3 inches and tank GPI 25.0 gpi X 3 = 75 gallons 7. Calculate gallons to cover pump #3, pumpout volume #5, and alarm volume #6 425 plus 220 plus 75 equals 720 gallons WITHOUT RESERVE CAP. 8. If LUG requires 75% daily flow as reserve capacity, reserve capacity = 562.5 gallons 9. Minimum pump tank size WITHOUT reserve capacity equals 720 gallons 10. Minimum pump tank size WITH reserve capacity equals 1282 gallons 11. Float seperation distance equals pumpout volume#5 divided by tank gpi #2 220 divided 25.0 gpi = 8.8 inches to tether float I Septic System Management Plan for Above Grade Systems The goal of a septic system is to protect human health and the environment by properly treating wastewater before returning it to the environment. Your septic system is designed to kill harmful organisms and remove pollutants before the water is recycled back into our lakes, streams and groundwater. This management plan will identify the operation and maintenance activities necessary to ensure long- term performance of your septic system. Some of these activities must be performed by you, the homeowner. Other tasks must be performed by a licensed septic maintainer or service provider. However, it is YOUR responsibility to make sure all tasks get accomplished in a timely manner. The University of Minnesota's Septic System Owner's Guide contains additional tips and recommendations designed to extend the effective life of your system and save you money over time. Proper septic system design,installation, operation and maintenance means safe and clean water! Property Owner Property Address / Property 1D System Designer 1C i`7 ��� Phone System Installer AlAeltjV Phone Service Provider/Maintainer ��% 7 '(/ � Phone Permitting Authority Phone Permit# Date Inspected Keep this Management Plan with your Septic System Owner's Guide. The Septic System Owner's Guide includes a folder designed to hold maintenance records including pumping, inspection and evaluation reports. Ask your septic professional to also: • Attach permit information,designer drawings and as-builts of your system, if they are available. • Keep copies of all pumping records and other maintenance and repair invoices with this document. • Review this document with your maintenance professional at each visit;discuss any changes in product use,activities or water-use appliances. For a copy of the Septic System Owners Guide,call 1-800-876-8636 or go to hnp:Hshop.extension.umn.edu/ http://septic.umn.edu Version 11/03/2010 i - 1 - Septic System Management Plan UN I \; I I' I [ for Above Gracie Systems c ;l � 1.IN, l-.sOI Your Septic System i Septic System Specifics System is subject to operating permit* System Type:0011 QIIIQiV*Q V* F-� System uses UV disinfection unit* (Based on M1V Rules Chapter 7080.2200-2400) Type of advanced treatment unit *Additional Management Plan required Dwelling Type Well Construction Number of bedrooms: Well depth(ft): �l06) System capacity/design flow(gpd): F;�71 Cased well Casing depth: Anticipated average daily flow(gpd): F-1 Other(specify): Comments Distance from septic(ft): ' Business? What type? Is the well on the design drawing? Y O N Septic Tank One tank Tank volume: gallons x Pump Tankgallons Does tank have two compartments?OY ON ❑ Effluent Pump make/model: Two tanks Tank volume.--,-25-00 gallons Pump capacity GPM ❑ Tank is constructed of ,�� TDH Feet of head Effluent Screen type: ❑ Alarm location Soil Treatment Area (STA) Mound/At-Grade area(width x length): _ft x _ft Cleanouts or inspection ports Rock bed size(width x length): _ft x _ft Surface water diversions Location of additional STA: Additional STA not available -2 - Septic System Management Plan for Above Grade Systems Homeowner Management Tasks These operation and maintenance activities are your responsibility. Use the chart on page 6 to track your activities. Identify the service intervals recommended by your system designer and your local government. The tank assessment for your system will be the shortest interval of these three intervals. Your pumper/maintainer will determine if your tank needs to be pumped. System Designer: check every months Local Government: check every_ months My tank needs to be checked State Requirement: check every 36 months every months Seasonally or several times per year • Leaks. Check(listen, look)for leaks in toilets and dripping faucets. Repair leaks promptly. • Surfacing sewage. Regularly check for wet or spongy soil around your soil treatment area. If surfaced sewage or strong odors are not corrected by pumping the tank or fixing broken caps, call your service professional. Untreated sewage may make humans and animals sick. • Alarms. Alarms signal when there is a problem; contact your maintainer any time the alarm signals. • Lint filter. if you have a lint filter, check for lint buildup and clean when necessary. Consider adding one after washing machine. • Effluent screen. If you do not have one, consider having one added the next time the tank is cleaned. Annually • Water usage rate. A water meter can be used to monitor your average daily water use. Compare your water usage rate to the design flow of your system (listed on the next page). Contact your septic professional if your average daily flow over the course of a month exceeds 70% of the design flow for your system. • Caps. Make sure that all caps and lids are intact and in place. Inspect for damaged caps at least every fall. Fix or replace damaged caps before winter to help prevent freezing issues. • Water conditioning devices. See Page 5 for a list of devices. When possible,program the recharge frequency based on water demand (gallons) rather than time (days). Recharging too frequently may negatively impact your septic system. • Review your water usage rate. Review the Water Use Appliance chart on Page 5. Discuss any major changes with your pumper/maintainer. During each visit by a pumper/maintainer • Ask if your pumper/maintainer is licensed in Minnesota. • Make sure that your pumper/maintainer services the tank through the manhole. (NOT though a 4" or 6"diameter inspection port.) • Ask your pumper/maintainer to accomplish the tasks listed on the Professional Tasks on Page 4. - 3 - Septic System Management Plan �. I �' I I.., 11 l for Above Grade Systems Professional Management Tasks These are the operation and maintenance activities that a pumper/maintainer performs to help ensure long-term performance of your system. Professionals should refer to the OIM Manual for detailed checklists for tanks,pumps, alarms and other components. Call 800-322-86=12 for more details. Written record provided to homeowner after each visit. Plumbing/Source of Wastewater • Review the Water Use Appliance Chart on Page 5 with homeowner. Discuss any changes in water use and the impact those changes may have on the septic system. • Review water usage rates(if available)with homeowner. Septic Tank/Pump Tanks • Manhole lid. A riser is recommended if the lid is not accessible from the ground surface. Insulate the riser cover for frost protection. • Liquid level. Check to make sure the tank is not leaking. The liquid level should be level with the bottom of the outlet pipe. (If the water level is below the bottom of the outlet pipe, the tank may not be watertight. If the water level is higher than the bottom of the outlet pipe of the tank, the effluent screen may need cleaning,or there may be ponding in the drainfield.) • Inspection pipes. Replace damaged caps. • Baffles. Check to make sure they are in place and attached, and that inlet/outlet baffles are clear of buildup or obstructions. • Ef•fluent screen. Check to make sure it is in place; clean per manufacturer recommendation. Recommend retrofitted installation if one is not present. • Alarm. Verify that the alarm works. • Scum and sludge. Measure scum and sludge in each compartment of each septic and pump tank, pump if needed. Pump • Pump and controls. Check to make sure the pump and controls are operating correctly. • Pump vault. Check to make sure it is in place;clean per manufacturer recommendations. • Alarm. Verify that the alarm works. • Drainback. Check to make sure it is operating properly. • Event counter or run time. Check to see if there is an event counter or run time log for the pump. If there is one, calculate the water usage rate and compare to the anticipated average daily flow listed on Page 2. Soil Treatment Area • Inspection pipes. Check to make sure they are properly capped. Replace caps that are damaged. • Surfacing of effluent. Check for surfaced effluent or other signs of problems. • Lateral flushing. Check lateral distribution; if cleanouts exist, flush and clean as needed. • Ponding. Check for ponding. Excessive ponding in at-grade and mound beds indicates problems. All other components—inspect as listed here: C� L . :�; WZ 7� Z Septic System Management Plan for Above Grade Systems Water-Use Appliances and Equipment in the Home Appliance Impacts on System Management Tips • Uses additional water. • Use of a garbage disposal is not recommended. • Adds solids to the tank. • Minimize garbage disposal use.Compost instead. Garbage disposal • Finely-ground solids may not settle. . To prevent solids from exiting the tank,have your Unsettled solids can exit the tank tank pumped more frequently. and enter the soil treatment area. • Add an effluent screen to your tank. • Washing several loads on one day . Choose a front-loader or water-saving top-loader, uses a lot of water and may overload these units use less water than older models. your system. . Limit the addition of extra solids to your tank by • Overloading your system may using a liquid or easily biodegradable detergents. Washing machine prevent solids from settling out in • Install a ling filter after the washer and an effluent the tank.Unsettled solids can exit screen on your tank. the tank and enter the soil treatment . Wash only full loads. area. • Limit use of bleach-based detergents. • Think even—spread your laundry loads throughout the week. • The rapid speed of water entering . Install an effluent screen in the septic tank to 2nd floor laundry the tank may reduce performance. prevent the release of excessive solids to the soil treatment area. • Be sure that you have adequate tank capacity. • Powdered and/or high-phosphorus • Use gel detergents. Powdered detergents may add detergents can negatively impact the solids to the tank. Dishwasher performance of your tank and soil . Use detergents that are low or no-phosphorus. treatment area. . Wash only full loads. • New models promote"no scraping". . Scrape your dishes anyways to keep undigested They have a garbage disposal inside. solids out of your septic system. • Finely-ground solids may not settle. . Expand septic tank capacity by a factor of 1.5. Grinder pump(in Unsettled solids can exit the tank . Include pump monitoring in your maintenance home) and enter the soil treatment area. schedule to ensure that it is working properly. • Add an effluent screen. • Large volume of water may • Avoid using other water-use appliances at the Large bathtub overload your system. same time.For example,don't wash clothes and (whirlpool) • Heavy use of bath oils and soaps can take a bath at the sameiime. impact biological activity in your • Use oils,soaps,and cleaners in the bath or shower tank and soil treatment area. sparingly. Clean Water Uses Impacts on System Management Tips High-efficiency • Drip may result in frozen pipes • Re-route water into a sump pump or directly out furnace during cold weather. of the house.Do not route furnace recharge to your septic system. • Salt in recharge water may affect . These sources produce water that is not sewage Water softener system performance. and should not go into your septic system. Iron filter . Recharge water may hydraulically • Reroute water from these sources to another Reverse osmosis overload the system. outlet,such as a dry well,draintile or old drainfield. • Water from these sources will likely . When replacing consider using a demand-based Surface drainage overload the system. recharge vs.a time-based recharge. Footing drains . Check valves to ensure proper operation;have unit serviced per manufacturer directions - 5 - Septic System Management Plan for Above Grade Systems Maintenance Log Track maintenance activities here for easy reference. See list of management tasks on pages 3 and 4. Activity Date accomplished Check frequently: Leaks: check for plumbing leaks Soil treatment area check for surfacing Lint filter:check,clean if needed Effluent screen: if owner-maintained Check annually: Water usage rate(monitor frequency j Caps: inspect, replace if needed Water use appliances---review use Other: Notes: Mitigation/corrective action plan: "As the owner of this SSTS, I understand it is my responsibility to properly operate and maintain the sewage treatment system on this property, utilizing the Management Plan. If requirements in this Management Plan are not met, I will promptly notify the permitting authority and take necessary corrective actions. If I have a new system, I agree to adequately protect the reserve area for future use as a soil treatment system." Property Owner Signature: Date Management Plan Prepared B g P Y� c`�T�� �����- Certification# Permitting Authority: 02010 Regents of the University of Minnesota. All rights reserved. The University of Minnesota is an equal opportunity educator and employer. This material is available in alternative formats upon request. Contact the Water Resources Center,612-624-9282. The Onsite Sewage Treatment Program is delivered by the University of Minnesota Extension Service and the University of Minnesota Water Resources Center. -6 - b-Z 4,v� TIME' CITY OF ORONO CALLED IN INSPECTION NOTIC� Db SCHEDULED ___Z��L PERMIT NO. COMPLETED ADDRESS OWNER ELEPHONE NO. - CONTRACTOR DESCRIPTION L ❑ FOOTING El PLUMING FINAL ElEXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT ❑ DEMO-SITE ❑ SEPTIC MAINT ❑ FOLLOW-UP ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL v ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YOU:_YES_NO COMMENTS: o or 4-- Ro GK z5Q d IZa CK (3C7,=! S 64- cc UL Is 14;1tQ- /F (Q tl A-+1 O.&f W ac Q I S Soto 'Ir n 7-- W LWORK SATISFACTORY-PROCEED ElPROJECT COMPLETE W ❑CORRECT WORK R PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector. White Copy/Inspector's File Canary Copy/Site Notice