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002-1061-95-001
Wisconsin Department of Commerce PRIVATE SEWAGE SYSTEM Safety and Building Division INSPECTION REPORT GENERAL INFORMATION (ATTACH TO PERMIT) Personal information you provide may be used for secondary purposes [Privacy Law. s 15,04 (1)(m)] TANK INFORMATION ELEVATION DATA TYPE MANUFACTURER CAPACITY Septic �1PG8 (JDp Dosing ` C ova i t S 1 rler y n Holding TANK SETBACK INFORMATION TANK TO P/L WELL BLDG. Vent to Air Intake ROAD Septic ` 1s Dosing CIS , Aeration Holding PUMP/SIPHON INFORMATION ArADc Alki✓f- 37 Manufacturer / / c.-- (J Demand Model Number I tL� TDH L11 �� Fnctl Logs Sysstteem ead TDH �Ft Forcemain Ler}gt_h Ib Dia. •• Z Dist to well ` 7 SOIL ABSORPTION SYSTEM 7 STATION BS HI FS ELEV Benchmark 5. S 1 a o0 Alt. BM 6D Bldg Sewer I � St/Ht Inlet SUHt Outlet ��^^ Dt Inlet �XI Dt Bottom I'�. 91 •z5 Header/Man. Dist. Pipe �• / �O DJ, -Z Bet. System • 3 1aZ-s Final Grade St Cover r 3 r �b ki 4 V,^ BEDrrRENCH DIMENSIONS Width, • q Length ' No Of,Trepche.,s / /Uf /`/) PIT DIMENSIONS No Of Pits Inside Dia. Liquid Depth ^ ✓V ( / SETBACK SYSTEM TO jP1 BLDG WELL LAKE/S REAM LEA ING anufact er: INFORMATION CHAM R OR U T Typ Of System AOV, t �? Model Nu er DISTRIBUTION SYSTEM .-ti Header/Manifold 1 r� % J+ •Dia / Distnbuti 1 r' , Pipe(s) % ��' , y x Hole Srz r -3j x Hale S acing I' Ve t to Air Intake L Length �r Length Dia Spacing v Z bS2 r '•` i'V SOIL COVER x Pressure Systems Only xx Mound Or At -Grade Systems Only 4y&� 0 J YM 4- Bep*119 — Depth Over xx Depth of xx Seeded7Sodded xx Mulched ter ' �• Bed/Trench Edges Topsatl ' •_ • es ] Na Yes ] No 7�Z 1 COMMENTS: (Include code discrepancies, persons present, etc.) [Inspection #1:r Ulf 11 j Q��Lj, Inspection #2: Location: 706 270TH ST�� UcV, �— �(J O„ a aSC ZI,', 1.) Alt BM Description = / 1 c0 vi'r 2.) Bldg sewer length =iN� �� mil` �� - amount of cover = Plan revision Required? ] Yes No Use other side for additional informatio SBD-6710 (R.3/97) 113 2I -4e, - Date Insepctofs Signature 11'IQLJ 15003 (�,s Can No �V'4S r�G.l;I's, Fesz i, e�J �N'aea iNri��r /JV �?.` Safe and Buildings ision County r ; Oa rl ' \ p= �Cj 4 l!" Wa ington Ave., P.O. Box 7162 Madi on, WI 53707-7162 Sanitary Permit Number (to be filled in by Co l q 6 3S 7? l Application Sand f sbCe" In accordance with SPS 383 21(2), W Is. 1dm. Code. submission of thn form to the a ¢ — 0 1) I — L Is required prior to obtaining a eamtary permit. Note. Application forms for ttate-uwncd POWTS areSdImutted to Prolect Address (i fdifferent than mailing address) the Department of Safely and Professional Semes Personal intormallonvou provide mat be used for secondary u sin accordance with the PmaL% Law, s I i 04411 Star, e 1. Application Information - Please Print All Information Property ner's Name \ Parcel P YAP Ci c'� _ ILI Property Owner's Mailing Address �7 �. Propeny Location ZS`� _ /i frCosGt lot 1, Sections Oly, State Lp Code I Phone Number Y, _�1.— _-;�_ (circle onei f_ V. R J�(_ E n II. T e of Building }p g (check all [hat apply) Lot w Subdrsi+ton Name ,-/ 91 or 2 Family Dwelling- Number of Bedrooms_ Block q,t El Pull Commercial Describe Use 7 City of ❑ Sure Owned Describe lko E,�r Village of CSM Number / ZTowtiof 111. Type of Permit: (Cheek only one box on line A. Complete line B if applicable] A " New System Re lacemem S tem p }+ ] Treatment, Holding Tank Replacement Only ❑ Other Modification m Exann�g System (explain) B. ❑ Permit Renewal ❑ Permit Rex ism. ❑ Change of Plumber ❑ Permit Transfer to New Fts[�P(r�ylouy_Papntt Na[nby�nS7`t�lw ` I s•� Before hxpumton Owner t IV. Type of POWTS Svstern/Com onent/Device: (Check all that apply) ❑ Non-Pressurred In -Ground E Pres+unzed In -Ground ❑ AI -tirade ❑ Mound - 24 in of,mtable soil Mound - 24 in ofsmtable sod ❑ Holding Tank ❑ Other Dispersal Component Ie am) f _ ❑ Pretr a ent Dcx ice (explain) V. Dis ersaVTreatment Area Information: pA,t,x+ Design Flow (gpd) Devtm Soil Application R,dkgpAD Dispersal Area Required or) Dispersal Area Proposedkpt) System Llcvauon t-t90 A' a Zz Z30t Ill .sue VI. Tank Info Capacity in Total 4 of Manufacturer Gallons Gallons Unit, Ncw Tanks Fxaung renks � o � 2 � � `�' iO S,nc or l loldinp'rark '�` )DOO Doning Chdmlx;r sL 000 VII. Responsibility Statement- 1, the undersigned, assume resimaiiii for installs ' a the POWTS shown on the attached plans. Plumber's Name (Pont) Plumbe Sign e MP-'MPRS Number Business Phone Number ant Plumber's Address (Street CI I}. Slate. Zip Code) ?.G, & 0 Ct 01 ta Count/Department Use Only tttrrrVlll. Approved ❑ Dper Permit F Date Issued Stgnan` t e ❑Ow a orDrmal IX. Conditions ciliMpproN iv2ppMal STEM OWNER. ,�pJl Septic tank effluent flier and p,x xpQ_ �S�S sot o-A ttCAJ� dispersal cell must be serviced 1 maintained �`V17 by 060 tMI- as per management plan provided plumber. �}-- � s � � All setback requirements must be maintained Uin-jW FALlM.'L�-t^R - as per appllcaDle codefornumiLdlOmplete pleas for the sylud afid s,bmq iofielroun)y; call m papjr riot less than R rx c 1 fiches is srze/ SBD-6398(R. II/11) �� 5 Designer. Ryon Bechel certified Soil Tester. SP-111500001 Designer of Engineering Systems: D 2263-7 / SCA 0'� 2� / ADVANCE( k Nb I H O N Rr a N T A L / 1=100.0 / /Top poI in �T Spas / trde'1' atfo4e grade I \ 1 / / , Garage 7sd' / I 1000 gal — V pump tank BM� / ELEVATIONS: I BM2 = 100.80 Top of inlet cover (first holding tank) BM3 = 100.10 Top of outlet cover (second holding tank) / F1' I /. / I / --� Carl, Sump // r 'All property Imes not Q Benchmark drawn are>1008 from system 60 Soil Bonng well F\, Puried . '- / k utility Driveway i k�Sidewalk '`3- 1000 gale A ' septic tan \ (add filter) w n�\ Ischarge GrpI I! I lr sch 40 PVC m I I 3BR Home I I I \ a \ / I Fence \ I Buried °°� 1010 \' I� rig \�I utility �o \rs \ I \o \ x M ro --------l�sFY-�---------- ownfled SlaW L TNa potion but Wm dudgued and avokrota l in occardurw wMh Stirs and t coda Tba soup uu mat ores min rencin prakeated Iran roslwbance and a corrpoaacn Man and altar wrMnno'ea ND wleaWe/IY 6 IMIIE mMT 1M3 StSIEM y4t1 WHIMrIK 10 i11Np11pN wDET41TELY. System rtuk b propry moIMtlM0. Wore your "torn's manaaemenr pion rrc Womwrbn on proper core end mainbnwrcw. Septic Tank: -Existinge 1000 gallon singlmparlment tank (Appears walerhght and functioning, to be verified by plumber) ReseaOrepmr leaky nsem -Bring nsem 4' above final grade -Add Best-GFI0 fiher to septic (first) lank Pump Tank: 4'ump needs = 37gpn @ 21TDH -Existing 1000 gallon skgle mparlment fink ReseaVreper leaky nsem (Appears walertighNurrdwmrg, to be verified by plumber) Recafwlate pump Frown Loss and TDH after install Event counter time meter, or water meter recommended STA: 4 5'x100' Mound -23' absupbon width 30' dean sand Nfl (ASTM 033 sand) Cut stumps flush to ground, avod ddgmg -Mow entire absorption area and remove dlppvgs Roughen absorption area to depth of 63' -01wd surface water away bom system -Depth to restriction - 0- (119dicumoryNc Natures) SEE SOIL INTERPRETIVE DETERMINATION REPORT Contour-100.00 ,Slope =2% Distribution: -Laterals to be spaced 12' frmm end of bed s 24' N sides lateral invert elevation =10310 {2i 1} sch 40 pvc lalerels with deanoutSuse spnnkler eirms for protector -1 i header, center -fed network* onfices ® 3.0'spacing -Pried 15' dowm0ope absorption area from comyadpn dunrg construction Oemand dose float settings per design LOCATION MAP (not to son.) US HWY 12 PREPARED FOR: Joe Gillett 706 270TH SIT Woodville, WI 54028 PTD: 002-1061-95-GOI Legal: SE 1/4 SE 1/4 S25 T29N R16W Town of Baldwin 1" = 40' Date: 718/21 July 30, 2021 CONDITIONAL APPROVAL PLAN APPROVAL EXPIRES: 2023-07-30 Plan Review: PWTS-072101779-C RYAN BECHEL 779 Spring Creek Road Red Wing MN 55066 SITE: Joe Gillett 706 270" Street St. Croix County Town of Bladwin SE % - SE'/<- 525 — T29N — R16W FOR: DIVISION OF INDUSTRY SERVICES 10541 N RANCH RD HAYWARD WI 54843-6462 Contact Tlvagft Relay nttp ddsps vn gevrprogranWlnCustry-semces w...6mneIn goy Tony Even - Governor C0A'P1 rr0.y ILLY AF ,':GV E D DEPT OF SAFETY A', ° = 4:ONAL S"RViCES ` DIV:SMN Cr L C 6 J ck . SEE COran PCNDENCE Description: Mound Component Manual — Ver. 2.0, SBD- 3 Bedroom Mound —450 GPD — 10691-P (N.01/01, R 10/12) Replacement - 6" to limiting factor— Pressure Distribution Component Manual —Ver. Effluent Filter - Maintenance required 2.0, SBD-10706-P (N.01/01, R. 10/12) The submittal described above has been reviewed for conformance with applicable Wisconsin Administrative Codes and Wisconsin Statutes. The submittal has been CONDITIONALLY APPROVED. This system is to be constructed and located in accordance with the enclosed approved plans and with any component manual(s) referenced above The owner, as defined in chapter 101.01(10), Wisconsin Statutes, is responsible for compliance with all code requirements. No person may engage in or work at plumbing in the state unless licensed to do so by the Department per s.145.06, stats. The following conditions shall be met during construction or installation and prior to occupancy or use: Reminders • This approval is subject to the conditions of the Interpretive Determination approved for this site on July 30, 2021— PINTS-072100075-SSD • Ensure the existing septic tank is watertight, structurally sound and baffles are in place. Any changes made to the tank must be approved by the manufacturer. Provide proper access over the inlet of the most upstream compartment of the tank and any components that require maintenance per SPS 3R4.25(7). Care must be taken to set the dose volume as approved in the plan design. If the minimum tether length of a single switch mechanical float does not allow the proper dose volume, two separate floats must be used. • Prior to construction of the dispersal area, check the moisture content of the soil to a depth of 8 inches. Smearing and compacting of wet soil will result in reducing the infiltration capacity of the soil. Proper soil moisture content can be determined by rolling a soil sample between the hands. If it rolls into a 1/4- inch wire, the site is too wet to prepare. If it crumbles, site preparation can proceed. If the site is too wet to prepare, do not proceed until it dries. • The mound site shall be properly prepared prior to plowing. Any grasses longer than 6" shall be cut short and removed. To avoid matting, any leaves or loose organic matter shall be raked up and removed. Cut trees and shrubs flush to the ground and leave stumps. Avoid operating equipment on the mound site. If necessary, use only tracked equipment, during dry conditions, with minimal passes, to avoid compaction. • A sanitary permit must be obtained from the county where this project is located in accordance with the requirements of Sec. 145.19, Wis.Stats. • Inspection of the private sewage system installation is required. Arrangements for inspection shall be made with the designated county official in accordance with the provisions of Sec. 145.20(2)(d), Wis. Stats. • A state approved effluent filter is required. Maintenance information must be given to the owner of the tank explaining that periodic cleaning of the filter is required. • A copy of the approved plans specifications and this letter shall be on -site during construction and open to inspection by authorized representatives of the Department which may include local inspectors. Owner Responsibilities • The current owner, and each subsequent owner, shall receive a copy of this letter. Owners shall also receive a copy of the appropriate operation and maintenance manual(s) and be responsible for ensuring that POWTS is operated and maintained in accordance with this chapter and the approved management plan under s. SIPS 383.54(1). • In the event this soil absorption system or any of its component parts malfunctions so as to create a health hazard, the property owner must follow the contingency plan as described in the approved plans. • The owner is responsible for submitting a maintenance verification report acceptable to the county for maintenance tracking purposes. Reports shall be submitted at intervals appropriate for the component(s) utilized in the POWTS. In granting this approval the Division of Industry Services reserves the right to require changes or additions should conditions arise making them necessary for code compliance. As per state stats 101.12(2), nothing in this review shall relieve the designer of the responsibility for designing a safe building, structure, or component. Inquiries concerning this correspondence may be made to me at the telephone number listed below, or at the address on this letterhead. The above left addressee shall provide a copy of this letter and the POWTS management plan to the owner and any others who are responsible for the installation, operation or maintenance of the POWTS. Sincerely, CeC�al 9l.I G 4ud-,(1 CeCe (Elizabeth) Rudnicki Wastewater Specialist/POWTS Plan Reviewer, Division of Industry Services (608)400-3186 ++' Property Owner: Joe Gillettt Site Address: 706 270TH ST, Woodville, WI 54028 INDEX Page: 2 Site Plan Page: 3 Management Plan COATITIO,VALLY Page: 4 Management Plan APPROVED DEPT OF SAFETY AN P�2C-ESSIONAL SERVICES Page: 5 System Design Summary DIVISION Or :P SiRY SERVICES Page: 6 Mound Design Worksheet r , Page: 7 Mound Design Worksheet Page: 8 Mound Design Worksheet SEE CO kESPONDENCE Page: 9 Pressure Distribution Design Page: 10 Pressure Distribution Design Page: 11 Pump Design „nnun,,, `��5 NS�N Page: 12 Dose Tank c` Page: 13 Tank Specifications RYAN G. = BECHEL = Page: 14 Soil Test - D-2263-7 RED WING Page: 15 Soil Test = MN Page: 16 Soil Test S 1 G 1A Page: 17-28 Existing System Permit 'fit Component Manuals: SBD-10691-P Mound (N.01101; R.10/ 12) Designer Signature: SBD-10706-P Pressure Distribution (N.01/01; R.10/12) Date: 7114/2021 Designer: Ryon Bell a� ^ 'All property lines not Certified Soil Tester. $P-111500001 aM DYA N C E ® drawn are >10( from Designer of Engineering Systems: D 2263-7 ��� system T — — 50, I T — SCALf, 1 20' � 40, Top nail in 2q" Spruce 0 tree 1' above grade , B,4 �j 97 60 1000 gal I pump tank BM3 ELEVATIONS: BM2 1 BM2 = 100.80 Sump - r— Top of inlet cover discharge I / I , i I �. Lawn edge I I� T/d (first holding tank) / BM3 = 100.10 3BR Home Top of outlet cover (second holding tank) vo," Fence Buried utility \' Puried \ :Utility \ Garage i Driveway Sidewalk 1000 gal septic tank A\ ) t 160' 2" sch 40 PVC °o 1P0 Ta10 It S1 STEM NOTES QBenchmark -- - -- - --' rScpdc Tank: ,V Soil Boring Exabrg 1000 gallon single-compartmeot tack T Appears watertight and funchronitg, to be winfied by wami Resea, repair leaay rears -Bong users 4' abo re final grade -Add Best -I f Iter to septic (firsp tank I --------- US-F IF-Y-12--------- Contract StiWrnTI6 ay.twn hu deed chingib and awkwbd In a naxa wend Rob and fed rmes. Tra are Vaetrtrnf o.a mini mrdn t>atKfW frown JrfwCOri arM/or canpocean Glow. ore after I comlrvcnm. rao wWJJ6 T IflT+ MAX MT Ides SrsTDIHOEiNI al mNraaME TO DlaatpH Y. SyMwwy n most W proDnwintalrwd. Rw r a Raw toyatwn's mwragsmsnt and for Infmmtion pral owe Par, mdnbrvrce Pump Tank: Rump needs = 37gpm',@ 21TDH -Existing 1000 gallon single -compartment tank Reseal red. -wry Res tAypears watalghUfunaaug. to be vended by el -Rece'culate pump Fnaoa Loss and TDH after install Evem canter tme meter. o, water meter aeommeoted SIA: d Tx100• Mound -23 absorptom anmh -30' dean send If (ASTM C33 sand) Eat stamps lush to ground avoid digging -Mow entire absapboo area and remove alppmgs Roughen absuromm area 1. depth of 6'A' Diml surface water away trend syslem -Depth to restnaon = 0' iRedoxmorpMc fe3Nres) SEE SO - INTERPRE%F DE7R4INATI ON REPORT -coma•=100 00 -slope = 2% Distribution: -Laterals to h spaced 12' ham end of bed 124'to sides Laurahme t devahon =10310 -�7 1 J'son 40 over laterals wtr deamo"B+se sprnkle• boxes for protection .1 i' heade•. Camel network �' omfvy6 ® 30 sp org Protect 15' doxmslope absoryMn area from compacbm during constmctron -De—and dose flat Range pew design LOCATION MAP (not fix sorb) US HWY 12 PREPARED FOR Joe Gi lett I— Site Address. 706 270TH ST Woodville, WI 54026 PID. 002-1061-95-001 10.84 Aa l Legal* SE 1/4 SE 1/4 S25 T29N R16W Town of Baldwin Soule: 1" = 40' Date: 7/8/21 Management Plan This management plan xdentfFes operation and maintenance activities necessary to ensure long-term performance of your septic system. Tasks that should be performed by the homeowner are identified. Professional management tasks must be performed by a licensed septic maintainer or service provider, however, R is the homeowner's responsibOy to ensure all tasks get accomplished in a tvney manner. ► Keep this Management Plan with your Septic System Owner's Guide. ► Keep copies of all pumping records, maintenance activities 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. Management Frequency My system needs to be checked Designer Required Frequency: Check every 36 months every 36 months. State/Local Gov't Req Frequency: Check every 36 months Design Parameters Number of Bedrooms Design Flow (gpd) Soil Loadina Rate (aod/ftz) Standard Effluent Quality Biological Oxygen Demand (BOD) Total Suspended Solids (TSS) Fats, Otis, Greases (FOG) Treated Effluent Quality Biological Oxygen Demand (BOD) Total Suspended Solids (TSS) Fats, Otis, Greases (FOG) Max Effluent Particle Size (in) in Repair leaks promptly 450 0.2 Effluent 1 220 mo 150 mo 30 mg11 - mg/1 - mg/1 mg1l 1/B Regularly check for wet or spongy soil around your soil treatment area. Contact service provider if issues arise. Control burrowing animals (gophers, groundhogs, etc.) Keep bikes, vehicles, snowmobiles and other traffic off treatment area. Alarms - Contact your service professional if any alarm signals. Lint Fitter - check for lint buildup and clean when necessary. If you do not have one, add one after washing machine Effluent Filter - InSDect and clean twice Der vear at a minimum. Caps - Make sure that all caps and lids are intact and in place Inspect for damaged caps often. Fix or replace damaged caps. Septic Tank Manufacturer Septic Tank Capacity Effluent Filter Manufacturer &_Model Pump Tank Manufacturer Pump Tank Capacity_ Pump Manufacturer & Model Dispersal Cell Type Pretreatment Unit Description per recommendations. Best GF Per Liquid levels - Check sludge/scum/effluent levels in all system tanks. Recommend if tank(s) should be pumped. Pump all compartments every 36 months at a minimum. Inspect tank inlet and outlet baffles (d applicable) Check drainheli effluent levels (if applicable) Verify pump and alarm system functions (d applicable) Inspect wiring for corrosion and function (if applicable) Clean drainfield laterals (if applicable) Check event counter/elapsed time meter and evaluate water usage rate compared to system design flow. Check dissolved oxygen and effluent temperature in tank Check for surfacing of effluent or other signs of problems. Verify inspection pipes are capped and intact. Provide homeowner with list of management results and any action to be taken Septic system replacement area: Protect secondary site from traffic, compaction, etc. Page 3 MAINTENANCE INSTRUCTIONS Inspections of tanks and dispersal cells shall be made by an appropriately licensed individual or business. Tank inspections must include a visual inspection of the tank(s) to identify any missing or broken hardware, identify any cracks or leaks, measure the volume of combined sludge and scum, and to check for any backup or ponding of effluent on the ground surface. Access openings used for service and assessment shall be sealed watertight upon completion of service activities. Any unsound/defective access openings must be replaced immediately. The dispersal cell(s) shall be visually inspected to check the effluent levels in the observation pipes and to check for any ponding of effluent on the ground surface. Ponding of effluent on the ground surface may indicate a failing condition that requires immediate attention by a licensed septic professional. Tanks must be pumped when sludge accumulation is within 12 inches of the bottom of the outlet baffle, or whenever the scum layer is within 3 inches of the bottom of the outlet baffle. In no case shall total sludge and scum volume occupy greater than 25% of the tanks liquid capacity The effluent filter shall be cleaned as necessary to ensure proper operation. The filter should not be removed unless provisions are made to retain solids in the tank that may slough off the filter during removal. If the filter is equipped with an alarm, the filter shall be serviced if the alarm is activated continuously. Intermittent filter alarms may indicate surge flows or an impending continuous alarm. Pre-treatment components shall be maintained and serviced by a licensed septic professional according to the manufacturers recommendations. START-UP & OPERATION For new construction: prior to system operation, check septic/pump tanks for the presence of painting products or other chemicals that may impede the treatment process and/or damage the dispersal cells. If high concentrations are detected, have the contents of the tank removed by a licensed septic professional prior to use. System start-up shall not occur when soils are frozen at the infiltrative surface. During power outages, pump tanks may fill above normal high water levels for system utilizing pumps. When power is restored, the excess wastewater will be discharged to the dispersal cell in one large dose potentially resulting in overloading the cells It may also result in backup or surface discharge of effluent. To avoid this situation, it is highly recommended to have the contents of the pump tank removed by a licensed septic professional or have a septic professional manually dose the system to return the pump tank to normal operating levels prior to restoring power. Do not drive or park vehicles over any septic system components. Do not drive, park over, or otherwise disturb or compact the area within 15 feet downslope of any mound or at grade system or secondary septic system site. CONTINGENCY PLAN If the septic tank, or any of it's components, become defective the tank or component shall be immediately repaired or replaced according to the original system design specifications. If a dosing tank, pump, pump controls, alarms, or related wiring becomes defective, they shall be immediately repaired or replaced with components of the same or equal performance. If the soil treatment component fails to accept wastewater or discharges wastewater to the ground surface, it shall be repaired or replaced by; increasing basal area (if toe leakage occurs), rebuilding the component at the secondary system site, or removing and replacing biologically clogged absorption and dispersal media and associated piping. ABANDONMENT If the septic system fails and/or is permanently taken out of service, the system shall be abandoned according to approved abandonment regulations. These include: - All piping to tanks shall be disconnected and abandoned pipe openings sealed - The contents of all tanks shall be removed and disposed of by a licensed septic professional. - Tanks shall be crushed & filled, or removed. - A septic system abandonment notification shall be submitted to the appropriate local governmental unit. WARNINGII SEPTIC, PUMP, AND OTHER TREATMENT TANKS MAY CONTAIN LETHAL GASSES AND/OR INSUFFICIENT OXYGEN. DO NOT ENTER A SEPTIC TANK, PUMP TANK, OR OTHER TREATMENT COMPONENT UNDER ANY CIRCUMSTANCES. DEATH MAY RESULT. RESCUE OF A PERSON FROM THE INTERIOR OF A TANK MAY BE DIFFICULT OR IMPOSSIBLE. ALWAYS CONSULT A LICENSED SEPTIC PROFESSIONAL BEFORE DOING ANY WORK. Page 4 System Design Summary Property Owner/Client: Joe Gdlettt Parcel ID: 002-1061-95-D01 Site Address: 706 270TH ST, Woodville, WI 54028 DESIGN FLOW, WASTE STRENGTH, TANKS A. Type of Wastewater: Re Pdennal Treatment LevelEffluent 1 Residential Design Flow = 5 of Bear. 3 X 100 GPD X 150% = 450 GPD Commercial Design Flow, (data/calculations attached)' ❑ Halved GPD ❑ Eehmatal GPD Desigi Flow: 450 GPD Comments- Existing 39R home; No home business; No sewage grinder 8. Septic Tank(s): Minimum Capacity = Design Flow X 2.088 Wastewater recewed by: Grayity Cade Minimum Septic Tank Capacity: 940 Gallons, in 1 Tanks / Compartment(s) Designer Recommended Tank Mock,ts). Existing Weeks 1000 gallon septic and Weeks 1000 Gallon pump Effluent Fitter B Alarm: 0 hirer 0 Fke<Nmm Effluent Filter Model: =BI"W"O SI M C. Pump Tank Code Minimum Capacity: 547 Gallons Pump Tank 2 (Code Minimum) NA Gallons Designer Recommended Min. Capactty: 0 Gallons Pump Tank 2 (Designer Real. NA Gallons Pump 370 GPM Total Head 20.9 It Pump 2 NA GPM Total Head NA it Holding Tank Only: ❑ Minimum Capacity: Residential = 20DO gallons, or 5x estimated daily wastewater Now; whichever is greater Minimum Code Recurred Capacity: Gallons, in Tanks Holding Tank High Level Alarm Type: Designer Recommended Capacity: Gallons, in Tanks DISTRIBUTION AREA Sod Treatment Area Type Mound Distribution Type Pressure Dstribution-Level Benchmark 1 Elevation- 100.00 it Benchmark Location. SEE SITE PUN Component Manual 1 SBD-10691-P Mound IN O1 /01; R.10/ 12) Distnbuton Media: ❑+ Dranndd Ron ❑ Annro Posdua Component Manual 2 SBD-10706-P Pressure Distribution (N.OI/01; R.10112) 1/2'-1 1/2-Aggregate SITE EVALUATION DATA Depth to Limiting Layer 6 in 0.5 ft Sod Texture Clay Loam Contour Ene avmo 100.00 SHLR 0.20 GPD/ft' Elevation of Limiting Layer: 99.50 Perc Rate' - MPI Minimum Required Separation. 36 in 3.0 it Soils with>60% Rock Fragments Present? Y. ❑' No Maximum Depth of System: Mound in It yes, describe % rock and layer thickness, depth of sal treatment needed per SPS 383 14-3 and any additional information for addressing the rock fragments Measured Land Slope. 2.0 % in this design SOIL ORGANIC LOADING RATE 1. Organic Loading to STA/Pretreatment Unit = Design Flow X Estimated BOD in mg/L in the effluent X 8 34 - 1,000,000 450 gpd X 220 mg/L X 8.34 - 1,000,000 = 0 83 Ibs BOO/day a. Pretreatment Unit Information (if applicab(e) Not Applicable b. Organic Loading After Pretreatment (d applicable) = Design Flow X SOD in mg/L in the pretreated effluent X 8 34 - 1,000,000 - gpd X mg/LX834+1,000,000= - IDS BOD/day 2. Organic Loading Rote to Soil Treatment Area (lbs/day/ ft) > Sort Treatment Bottom Area ft' = lbs/day/ftt I1-111 any` P—o of (®e/1P1 Sou/M/aw 0.83 Ibs BOD/day 23000 ft2= 0.00036 Ibs/day/fti TT-- comments SEE SOIL INTERPRETIVE DETERMINATION REPORT �— 'low Page 5 Mound Design Worksheet SYSTEM SIZING: ParcellD: 002-1061-95-001 Design Flow: 450 GPD Soil Loading Rate: 0.20 GPD/ftZ � MORI Depth to Limiting Condition: 0.5 ft Percent Land Slope: 2 % Design Media Loading Rate: 1.0 GPD/ftZ DISPERSAL MEDIA SIZING Dispersal Bed Area (A x B) = Design Flow _ Design Media Loading Rate 450 GPD 1.0 GPD/ft' = 450 ftz If a larger dispersal media area is desired, enter size: fe A. Select Dispersal Bed Width (A): 4.5 ft Can't exceed to feet Linear Loading Rate = Bed Width X Design Media Loading Rate 5 ft X 1.0 GPD/ft2 = 4.5 gal/ft Can't exceed Table I B. Minimum Dispersal Bed Length (B) = Dispersal Bed Area , Bed Width 450 ft, .. 4.5 ft = 100.0 ft DISTRIBUTION MEDIA: ROCK Rock Media Depth Below Distribution Pipe 0.50 ft (Estimated material quantities found on Mound Materials page) DISTRIBUTION MEDIA: APPROVED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW i. Select Dispersal Media: ii. Enter the Component Length: ft Width: ft Depth: ft iii. Number of Components Per Row = Bed Length = Component Length (Round up) ft = - ft = - components per row iv. Actual Bed Length = Number of Components per row X Component Length - per row X - ft = - ft v. Number of Rows = Bed Width a Component Width ft = - ft = - rows Adjust width so this is a whole A vi. Total Number of Components = Components Per Row X Number of Rows x - _ - Components Page 6 MOUND SIZING D. Fill Depth Below Upstope Edge (D) = 3 feet - Depth to Limiting Condition (6" Min.) 3.0 ft - 0.5 ft = 2.5 ft Design Sand Lift (optional): in E. Fill Depth Below Downslope Edge (E) _ [Bed Width X Land Slope c 100] + "D" 4.5 ft X 2.0 % _ 100 + 30.00 in = 31.1 in F. Distribution Cell Depth (F) = 8" + Nominal pipe size of distribution lateral (12" for opprowd products) 8.00 in + 1.25 in = 9.25 In (Nominal Pipe Size adjusted on Laterals sheep G. Cover Material Depth at Cell Edges (G): 6.00 in 1,6Min.) H. Cover Material Depth at Cell Center (H): 12.00 in (, 12'Mm.) I. Downslope Width (1) = (E + F + G) x (horizontal gradient) x Downslope Correction Factor 3.86 ft x 3.00 x 1.06 = 12.32 ft Or 18.5 ft J. Upstope Width (J) = (D + F+ G) x (horizontal gradient) x Upslope Correction Factor 3.77 ft x 3.00 ft x 0.94 ft = 10.67 ft Downslope Correction Factor: 1.06 Upslope Correction Factor: 0.94 Endslope Horizontal Gradient: 3.00 usually 3.0 or 4.0) K. Endslope Width (K) _ [(D + E) a 2] + F + H x Endslope Horizontal Gradient 61.08 in a 2 + 9.25 in + 12.00 in = 12 x 3.0 ft = 12.9 ft L. Mound Length (L) = Endslope Berm Width + Bed Length + Endslope Berm Width 12.9 ft + 100.0 ft + 12.9 ft = 125.9 ft W. Mound Width (W) = Downstope Berm Width + Bed Width + Upslope Berm Width 18.5 ft + 4.5 ft + 10.7 ft = 33.7 ft Verification of Minimum Required Basal Area ............................................................................................................ ................................................ " Sloping Sites = B x ( A + I ) MINIMUM = 2250 ft2 100.0 ft X ( 4.5 ft + 18.5 It = 2300 ft2 Level Sites = B x W MINIMUM = - ft2 - ft x - ft = ft2 .......................................................... (Min. = GPD - Loading Rate) (Min. = GPD _ Loading Rate) Page 7 MOUND DIMENSIONS obs. pipes j4— A 0 K w B C L----------------- --- I --------------------- L A 4.5 If F 9.3 in 1 10.7 It B 100.0 ft G 6.0 in K 12.9 fit D 30.0 in H 12.0 in L 125.9 ft E 31.1 in 1 18.5 ft W 33.7 ft Obs. Pipes (1 / 1 Oth of 3) 10.0 ft Absorption Width (A+I) 23.0 ft DISTRIBUTION AREA CROSS-SECTION 104.27 T, F'SOIL fl SEED 103 10 Fir- Z�VRW 102.50 A- A 'A FLi)VV G' 6 D1 FP 100.00 WRIUR TO PLA(.IN(, SAND 2t OBSERVATION PIPE DETAIL Screw -type or Finished grade slip cap Topsoil cover 4" SCH 40 PVC pipe (1 min i Top of pipe to terminate at or above fin,shed grade 4 x 6 slots spaced 90 degrees apart Infiltration Toilet surface Flange Page 8 Pressure Distribution Design Parcel ID: 002-1061-95-001 Bed Width: 5 it Manifold Connection: Center Preferred Orifice Spacing: 3.0 Minimum Number of Laterals in system/zone ={[(Media Bed Width - 4) = 3] + 1} X # of zones (Round up) (1 5 - 4 ) + 31 + 1 = 2 2 zone(s) = 4 laterals Designer Selected # of Laterals rotational): laterals 'Can't be less than 2lexcept in at -grades) Min. Lateral Spacing: 2.3 it Designer Lateral Spacing iopbouar: ft Min. Manifold Length: 2.3 it Designer Manifold Diameter rsee table 5c 1 1/4 in Selected Orifice Diameter Size: 5/32 in (Or tices must be , 6" a s z f.om cell edge) Lateral Length = (Media Bed Length - 2 Feet) + # of zones 100 - 1ft - 2 = 49.5 it Orifices Per Lateral = Lateral Length : Preferred Orifice Spacing +1 (0.5 for center feed manifolds) 49.5 f[ 3 it + 0.5 it = 17 Orifices Orifice Spacing = Lateral Length + u Orifices Per Lateral -1 (0.5 for center feed manifolds) 49.5 ft 16.5 Spaces = 3.0 it i2Max Orifice Spacing for 4t-Grades) Total Number of Orifices = Number of Orifices per Lateral x Number of Laterals 17 Orifices Per Lateral X 4 Laterals = 68 Total Orifices Recommended Orifice Density is 4-11 It per orifice; can't exceed 12 ft2 Orifice Density = Bed Area e Total Number of Orifices (Does not apply to At -Grades) 450 it, a 68 Orifices = 6.6 it/Onfice Lateral Diameter (See Table 6): 1 114 i Minimum Average Head: 3.5 it Orifice Discharge Rate: 0.54 GPM per Orifice tensed on Table a) I i u Page 9 Pressure Distribution Design Lateral Discharge Rate (GPM) = Orifices per Lateral x Onfice Discharge Rate Check Table 5 to make sure maximum header length is not exceeded 17 Orifices Per Lateral x 0.54 GPM per Orifice = 9.2 GPM per Lateral System Flow Rate = Total Number of Orifices X Orifice Discharge Rate 68 Orifices X 0.54 GPM per Onfice = 37 GPM Distribution Piping Liquid Volume Per Foot (Take 7i: 0-064 Gallons/ft Volume of Distribution Piping = [a of Laterals X Lateral Length X Liquid Volume Per Foot of Piping] 4 X 49.5 it X 0.064 gal/ft = 12.7 Gallons Minimum Delivered Volume = Volume of Distribution Piping X 5 12.7 gals X 5 = 63.4 Gallons PRESSURE DISTRIBUTION LATERAL LAYOUT P ft X 3.0 ft S 2.3 ft P/2 49.5 ft X/2 1.50 ft Y 5/32 in Manifold Length 2.3 ft Manifold Diameter 1 1 /4 in Lateral Diameter 11/4 in ,.C-1 - P/2 -6ti ,- w= v s Page 10 Pump Selection PUMP CAPACITY (GPM) Parcel ID: 002-1061.95-001 Distribution Method: Pressure If pumping to gravity enter the gallon per minute of the pump. GPM (10 - 45 gpm) Minimum system flow rate. 37 0 GPM Dosing method Demand Dosing Sod Treatment TOTAL DYNAMIC HEAD (TDH) Elevation Difference: 11.8 it a", m army (between pump and higlresf Nscharye point r Distribution Head Loss: 455 ft - e Additional Head Loss-. It 14ae to :pecwi egmpment, etc I Forcemain Diameter: 2.0 in ---- Forcemain Length: 160 ft Forcemain Friction Loss = Friction Loss in Plastic Pipe per FT of Forcemain prom Table 6:) X Forcemain Length Forcemain Friction Loss = 4.58 ft Add Equrvolent Pipe Length from pump discharge to soil dispersal area discharge to account for fitting lass if -^ needed. (Estimate by adding 25% to supply pipe length for fitting loss if desired ! 70 % &Q Forcemain Length X 1.25 = Equivofent Pipe Length). Use 1.0 for standard systems. r 4.58 it X 1 = 4.58 It Elevation Difference + Distribution Head Lou a Additional Head Loss - Forcemam Friction Loss = Total Dynamic Head (TDH) 11.80 ft 4 55 it ft 4.58 it = 20.9 ft TDH PUMP SELECTION A pump must be selected to deliver a minimum 37.0 GPM at a minimum 20.9 TDH Pump Model Option 1: Little Giant 10EN Performance Curve Z= K� flllaD-rill- -- - Pump Model Option 2: Little Giant 10ECH -rat Performance Curve Page 11 Demand Dose Pump Tank TANK CAPACITY AND DIMENSIONS Parcel ID 002-1061-95-DOi Design Flow 450 GPD Code Minimum Pump Tank Capacity: 547 Gal Designers Minimum Capacity: Gat Tank Manufacturer Weeks Tank Model: 1000 Capacity from manufacturer: 1000 Gallons Important. Dose design calculations are based on this specific tank. Substituting a different tank model may alter the pump float $ettnlQS. Cor Put designer If CianjPS are MCeSsary Gallons per inch from manufacturer 21.8 Gallons Per Inch Liquid depth of tank from manufacturer: 49.0 inches DETERMINE DOSE VOLUME Calculate Volume to Cover Pump (The inlet of the pump must be at least 4-inches from the bottom of the pump tank Ft 2 inches of water covering the pump is recommended) Pump and block height . 2 Inches X Tank Gallons Per Inch 'nddrrq t inches nip is co- erecl W errwme duly werana, ( 10 in + 2 ruches) X 21.8 Gallons Per Inch = 261 Gallons Minimum Delivered Volume = 5 X Votume of Distribution Piping: (From Pressure Distribution worksheet) = 63 Gallons (minimum dose) Maximum Pumpout Volume = Design Flow x 20% 450 GPD x 20% 90 Gallons (maximum dose) Select a pumpout volume that meets both Minimum and Maximum: 90 Gallons Doses Per Day = Design Flow a Delivered Volume 450 gpd - 90 gat = 5 Doses Per Day Drainback: Diameter of Forcemain = 2 inches Length of Forcemam = 160 feet Volume of Liquid Per Lineal Foot of Pipe = 0163 Gallons/ft Drainback = Forcemain Length X Volume of Liquid Per Lineal Foot of Pipe 160 it X 0.163 gat/ft = 26.1 Gallons Total Dosing Volume = Delivered Volume a Drainback 90 gat 26 1 gat = 116 Gallons Minimum Alarm Volume = Depth of alarm (2 or 3 inches) X gallons per inch of tank .) irm aran i deptn recma d to i>re.ent 3 10 X 21 8 gat/in = 65.3 Gallons wleaience rewmng nire< , Purr, "ing FLOAT SETTINGS Float Separation Distance for Dose Total Dosing Volume _ Gallons Per Inch r 116 gal- 21.8 gal/in = 5.3 Inches t 3L - - Float Distance Settings (measured from bottom of tank): "- Distance to set Pump Off Float = Pump , block height + 2 inches ' 10 In t 2 1n = 12.0 Inches Reserve C.P. 28.7 in 23.8 A 85.3 Distance to se[ Pump On Float =Distance to Se[ Pump Off Float + Dose Separation Distance Alarm Distance 3.0 m B 6 12 in � 5.3 in= 17.3 Inches Pump On DistancestDistance16. 5.3 m C = � 116 1 Distance to set Alarm Float = Distance to set Pump -On Float . Alarm Depth { Pump Off instance 11.0 In - D 261.1 17 In 3.0 In = 20.3 Inches Pump Off Elev- 92.4 ft ' Page 12 TANK SPECIFICATIONS • Minimum cover = 6 inches; Maximum cover = 8 feet (unless specified by manufacturer) • All manhole covers shall extend 4 inches above final grade • If the tank is within 2 feet of final grade, insulate the lid to an R-Value of 10 • Quick disconnect (Cam -Lock) reachable from final grade (24 inches max) required for pump Installations • If forcemain will have a r'1-Hook" assembly, drill a weep hole In the "hook" • Budding sewer. No 90's, keep 3 feet between 45s, maintain 1 Inch in 8 feet (1%) slope, install cleanouts at the building connection and every 100 feet at a minimum • Insulate building sewer if less than 2 feet from final grade and under all high traffic areas (driveways etc.) Watertight control box with separate q/ 99,50 99.50 pumpand alarm arcmts �j I 96.05 95.77 I 1%Minimum slope I;1 a`tQ` F J 10 Iry, 91.10 4" pump Block �1 Isconsln VFI. _r. Sleeve 2" SCH 40 forcemain in 4" S 11 40 pine across tank excavation to prevent prce settling Cam tuck Float Tree: Hstal i floats separately from Pump on 1"to 15"PVC pipe Weep Hole to tic I n7h� p.' .. ii .nl. r7 A�vr a 1'r Iil'. 1.. rM✓ ni .�•va i. rr. �. � u... i u auv ar n, 1-1 V'✓{111 f.G .11 \'wtr it '.Ir .� L :.'! ii i� . I.. i� i ..P rt'. i' -l�r rirr- �r Page 13 ST. CRO LINTY SANITARY SYSTEM File#: i Office Use Only OWNERSHIP/ADDRESS FORM created212027 Community Development Department will utilize this information to provide the property owner with information regarding operation and maintenance of your new or replacement sanitary system! This information will be provided as part of our ongoing efforts to protect public health, your well, groundwater, surface water, property values, and county resources. Once approved, this completed form and educational information will be sent to you by email. If you would like to view your issued sanitary permit online, you can do so by using the Property Files Scanned weblink. OWNER/BUYER INFORMATION Owner/Buyers Gi le Mailing Address City/State/Zip L.._.o )sl t I L: lti !- Phone Number (required) 7IS -962,-cffsIS Email Address (required) 6,,A PL,,&t :T _ Co I}-4t tv f A^n-, C a sti Parcel Identification Number OC)� (found on the property tax bill) NEW SYSTEM: LEGAL DESCRIPTION Property Location Sr 1/4 ,,.:�f '/4 , Sec. T .?�N R-H:I_W, Town Subdivision Plat: Certified Survey Map ti Volume -y ... Warranty Deed # _�? 1?0 2 W (before 2006)Volume Page # Number of bedrooms 3_ Spec house O yes O no Lot lines identifiable O yes O no / OFFICE USE ONLY New Property Address l /rl- (Verification of new a dress required from Community Development Department for new construction.) (Staff Initials) / (Date) / This form must be submitted with all Private Onsite Water Treatment System (POWTS) applications. New System: Include with this form a recorded warranty deed from the Register of Deeds Office and a copy of the certified survey map if reference is made in the warranty deed. Community Development Department- Land Use Division 715-386-4680 St. Croix County Government Center 715-245-4250 Fax cdd@sccwi.gov 1101 Carmichael Road, Hudson, WI 54016 www.sccwi.aov DIVISION OF INDUSTRY SERVICES 10541 N RANCH RD HAYWARD WI 54843-6462 Contact Through Relay P a hRp://dN s wl ymAprograrrennEiso-y.servwes w .�n.gov Tony Even • Oovemor Dawn Crlm • Seerotanp July 30, 2021 CONDITIONAL APPROVAL SOILS SATURATION DETERMINATION Plan Review Number: PWTS-072100075-SSD RYAN BECHEL 779 Spring Creek Road Red Wing MN 55066 SITE: Joe Gillett 706 270`h Street St. Croix County Town of Bladwin SE Y. - SE Y - S25 — T29N — R16W CONDITIONALLY APPROVED DEPT OF SAFETY AND PROFESSIONAL SERVICES DIVISION OF INDUSTRY SERVICES C & Ck. SEE COFIRESPONDENCE The submittal described above has been reviewed for conformance with applicable Wisconsin Administrative Codes and Wisconsin Statutes. The submittal has been CONDITIONALLY APPROVED. This system is to be constructed and located in accordance with the enclosed approved plans and with any component manual(s) referenced above. The owner, as defined in chapter 101.01(10), Wisconsin Statutes, is responsible for compliance with all code requirements. No person may engage in or work at plumbing in the state unless licensed to do so by the Department per s.145.06, stats. The following conditions shall be met during construction or installation and prior to occupancy or use: • Approval is hereby granted pursuant to s. SPS 385.60(2), Wis .Adm. Code, to estimate the depth of seasonal soil saturation based on an interpretive determination process completed by Ryan Bechel, Certified Soil Tester (CST) and his recommendations. • This approval is limited to the soil characteristics within the tested area. This approval is basec upon best management practices and does not warranty the functioning of the system. Water conservation, wastewater disposal practice and system maintenance will aid in the longevity of the system. • On -site visit was conducted by CeCe Rudnicki, DSPS on July 28, 2021. • The estimated highest level of prolonged soil saturation approved under this determination is 6 inches below grade. At least 30 inches of sand lift on top of 0 inches of unsaturated, in -situ soil is required for adequate treatment and dispersal. • The basal soil application rate for the mound shall be 0.2 gpd/sf, and the linear loading rate 4.5 gpd/ft. • Prior to construction of the dispersal area, check the moisture content of the soil to a depth of 8 inches. Smearing and compacting of wet soil will result in reducing the infiltration capacity of the soil. Proper soil moisture content can be determined by rolling a soil sample between the hands. If it rolls into a 1/4- inch wire, the site is too wet to prepare. If it crumbles, site preparation can proceed. If the site is too wet to prepare, do not proceed until it dries. • Chisel plowing to a depth of 12 inches immediately prior to sand placement is required to improve vertical water movement into the soil solum. • Landscaping up slope of the mound shall be incorporated into the POWTS design to prevent surface water from concentrating along the up slope edge of the mound and to divert surface water drainage away from the system. • This approval shall remain valid unless the site is altered in such a way that the depth to soil saturation would change or if saturated conditions are observed for seven consecutive days at depths less than 3 feet below the infiltrative surface of the POWTS distribution component. • This approval in no way relinquishes the use of color patterns to estimate the depth to high groundwater on any other parcels or portions of parcels. • A copy of this approval letter and attachments must accompany the mound system design for this site for purposes of plan approval and sanitary permit issuance. A copy of the approved plans, specifications and this letter shall be on -site during construction and open to inspection by authorized representatives of the Department, which may include local inspectors. All permits required by the state or the local municipality shall be obtained prior to commencement of construction/installation/operation. In granting this approval the Division of Industry Services reserves the right to require changes or additions should conditions arise making them necessary for code compliance. As per state stats 101.12(2), nothing in this review shall relieve the designer of the responsibility for designing a safe building, structure, or component. Inquiries concerning this correspondence may be made to me at the telephone number listed below, or at the address on this letterhead. The above addressee shall provide a copy of this letter and the POWTS management plan to the owner and any others who are responsible for the installation, operation or maintenance of the POWTS. Sincerely, CeCP/ 17udNL kt, l CeCe (Elizabeth) Rudnicki Wastewater Specialist/POWTS Plan Reviewer, Division of Industry Services (608)400-3186 el izabeth. rudnicki @wisconsin.Rov ADVANCED E N V I R O N M E N TA L Property Owner: Joe Gillett Date: 07/12/21 Site Address: 706 270TH ST, Woodville, WI 54028 SOIL INTERPRETIVE DETERMINATION REPORT Page: 1 Page: 2 Page: 3 Soil Test Soil Test Soil Test Page: 4 Interpretive Determination Report CONDITIONALLY APPROVED DEPT OF SAFETY AND PROFESSIONAL SERVICES DMSION OF INDUSTRY SERVICES SEE CORRESPONDENCE Page: 5 Interpretive Determination Report Page: 6 Interpretive Determination Report Page: 7 Interpretive Determination Report Page: 8 Interpretive Determination Report Page: 9 Attachment 1 Page: 10-11 Attachment 2 Page: 12-13 Page: 14-26 Page: 27-35 Page: Attachment 3 Attachment 4 Attachment 5 SC N RYAN G. BECHEL D-2263-7 RED WING MN Designer Signature: Date: 7/12/2021 ADVANCED ENVIRONMENTAL LLC 371 Carman View DR - Red Wing, MN 55066 (651) 327-0074 Wisconsin Department of Safety and Professional Services Division of Industry Services SOIL EVALUATION REPORT In accordance with SIPS 385, Wis Adm. Code County Attach complete site plan on paper not less than 8 112 x 11 Inches In size Plan must include, ST Croix but not limited to vertical and horizontal reference point (BM), direction and percent slope, Parcel I D. scale or dimensions, north arrow, and location and distance to nearest road. 002-1061-95-001 Please print all information. Reviewed by �rsonal Information you provlde may be used for secondary purposes (Pnvac Law s 15 04 1 m . Page 1 of 2 Date Property Owner Property Location Joe Gillett Govt. Lot SE % SE % S 25 T 29 N R 16 W Property Address Lot # Block # Subd. Name or CSM# 706 270TH ST City State Zip Code Phone Number ❑ City ❑ Village ❑� Town Nearest Road Woodville WI 54028 Baldwin 270TH ST/US HWY 12 ❑ New Construction Use ❑ Residential /Numberof bedrooms 3 Code derived design Flow rate 450 GPD ❑ Replacement ❑ Public or commercial -Describe (test area is outside of all FEMA mapped floodplam, Zone A, no BFE) Parent material Loess over loamy till (Vlasaty sit) Floodplain elevation if applicable „A' ft. General comments and recommendations; Ste is all "A+0' and suitable for holding tank system only Site is good candidate for sod saturation determination (interpretive Determination) LF = 0" (Redoaimorphic features) ElBoring# ❑ Bonng ❑ Pit Ground surface elev. 100.90 ft Depth to limning factor 0 in, FY.IIG.. •, 17:1Ya Horizon Depth In. Dominant Color Munsell Redox Description Ou Az. Cont. Color Texture Structure Gr Sz. Sh. Consistence Boundary Roots GPD/FI' 'Eff#1 'Eff#2 1 0-7 10YR 3/2 - sil 3fgr ds cs 3nl 0.6 0.8 2 7-13 1 OYR 5/3 ftf 1OYR 416 8 10YR 6/2 sil 2fabk ds gs 11 0.6 0.8 3 13-19 114/4 c2d r 5YR 58 a 10YR 52 sil-sicl 2mabk dh gs tc-vf 0.4 0.6 4 (5% rock) 19-30 2.5Y 4/4 m2d 7 5YR 416 a 1nYR sr_ cl 2mabk mvf gs 1 ni 0.4 0.6 5 30-38 2.5Y 4/3 m1p 5YR 4/6 a T5YR 512 cl-c lcabk-Om mvf - 0.0 0.0 'Honzon 2 aldo had 10YR 0 silt coats 2 ] Boring # ❑ Bonng ❑ Pit Ground surface elev. 99.45 ft. Depth to limiting factor 0 In. Soil Annihnn inn Rate Horizon Depth In. Dominant Color Munsell Redox Descnpton Of. Az Cont. Color Texture Structure Gr. Sz. Sh. Consistence Boundary Roots GPD/Ft` 'Eff#1 -Eff#2 1 0-8 1OYR 3/2 - sit 3f-mgr ds cs 3m-vf 0.6 0.8 2 8-12 1 OYR 5/3 ftf 1OYR 4/6 s 10YR 612 sil 2fabk ds gs 2c-vf 0.6 0.8 3 12-19 1 OYR 414 c2d 7 5YR 5/6 a 10YR 5/2 sicl 3mabk mf cs 1c-vf 04 0.6 4 (5 % rock) 19-26 2.5Y 414 m2d 7 5YR 416 a mYR 512 cl 3mabk ni gs 1 ni 0.4 0.6 5 26-34 2.5Y 4/3 m1p 5YR 4/6a75YR 5/1 cic lcabk-Om mvf - - 00 0.0 'Honzon 2 allid had 10YR /2 silt coats ' Effluent #1 = BOD. > 30 S 220 ni and TSS > 30!- 150 mall ' Effluent #2 = BOD. > 30 g 220 mo/L and TSS > 30 < 150 ni CST Name (Please Print) Signature CST Number Ryan Bechel SP-111500001 Address Date Evaluation Conducted Telephone Number 779 Spring Creek RD S, Red Wing, MN 55066 07/08/21 (651) 327-0074 S8U-8330 (R04/15) Page 1 ❑ Boring # ❑ Boring ❑� Pit Ground surface elev. 99.65 ft. Depth to limiting factor 0 in Soil Application Rate Horizon Depth In Dominant Color Munsell Redox Description Qu Az. Cont. Color Texture Structure Gr. Sz. Sh- Consistence Boundary Roots GPD/FY 'Eff#1 -Eff#2 1 0-8 10YR 312 - sit 3fgr ds cs 3c-vf 0.6 0.8 2 8-12 10YR 5/3 f1f 10YR 5/8 s 10YR 612 all 2fabk ds gs 2c-vf 0.6 0.8 3 12-19 10YR 414 c2d 7 5YR 518 a 1 oYR 612 slcl 2f-mabk dh gs 1 m-vf 0.4 0.6 4 (5% rock) 19-28 2.5Y 4/4 a d 7 5YR 416 a 1DYR 512 cl 3f-mabk mvfi gs 1 ni 0.4 0.6 5 (5% rock) 28-36 10YR 3/6 ri 5YR 416 a 7 5YR 572 cl-c 1 cabk-Om ri - - 0.0 0.0 (A+O") `Honzon 2 als had 10YR 67 silt coats ❑4 Boring # ❑ Boring 0 Pit Ground surface elev. 97.60 ft. Depth to limiting factor 0 in. Sod Application Rate Horizon Depth In. Dominant Color Munsell Redox Description Qu Az. Cont. Color Texture Structure Gn Sz. Sh. Consistence Boundary Roots GPD/Ft2 'Eff#1 'Eff#2 1 0-13 10YR 212 f1f 5YR 4/6 sil 2mgr ds cs 2m-vf 0.6 0.8 2 1 rock) 13-24 10YR 414 c2d 7 5YR 518 a 10YR 612 sil-sicl 2fabk mfi gs 1 nri 0.4 0.6 3 (5% rock) 24+ 2.5Y 4/4 ri 5YR 4f6 s 7 5YR 512 cl-c 1 cabk-Om MAI - - 0.0 0.0 (A+O") 5 I Boring # ❑ Boring ❑ Pit Ground surface elev. It Depth to limiting factor In. Soil Application Rate Horizon Depth In Dominant Color Munsell Redox Descnptcn Qu. Az. Cont. Color Texture Structure Gr Sz. Sh. Consistence Boundary Roots GPD/Ft' 'Eff41 'Eff#2 Effluent #1 = BCD, > 30 s 220 mg/L and TSS > 30 5 150 ni ' Effluent #2 = BCD, > 30 5 220 mg/L and TSS > 30 5 150 mg/L Page 2 Designer: Ryan Bethel All property lines not Benchmark SYSTF.n7 NOTES Certified Soil Tester. SP-111500001 ADVANCED drawn are >100ft from (H Septic Tank: Designer of Engineering Systems: D 2263-7 v v :: r system 'lyr Soil Bonn 9 I .(2) Existing 1000 gallon single -compartment tanks curaniy operating as holding tanks r / SClyi // / j % j i 1 Well x\ ,\/�RUfled ((Both tanks appear wateright and functioning BM1 — 100.00 / however there is evidence of water inWson and 20' — g \ \ G — \/ / utility --/' nfiltration around the manhole u ens and inspection j 0'/ / A / /Top p��I In 'Spry I ports that should be repairedannediately) trt L-'1' a�o4e made "(l Garage a / 84 / Driveway cjr"97.6U / " -J \ L _ Pump Tank: (2) existing ;BM3 1000 gallon srn: I holding tanks good candidate nd a sogalmtion dmganis p BM2 e t a good candidate for a ao0 satu anon determination ELEVATIONS: Sum ` N Contour- 00,00 aaonl � � —FT-"� �� v`� i comoar=t0000 BM2 = 100.80 discharge �r7Home -Sow-2-A Top of inlet cover p (first holding tank) BM3 = 100.10 Top of outlet cover I 1 'Lf 0 Distribution: �/ Fy (second holding tank) \ Y I l A_ 1 I � \ 33 ;3' / N x \O OCAT ON MAP (not to emla) �' 1 0.50 I / I Buried\OJTIPQ\ \ _ �r\La9n Fenced utility \o s \ \ �� / I edge \ °\ \ B3 1�000 �� r � J / I 996` US HWY 12 —o — �Is�(--1 �yA ig O PRN:PARN111 FOR: lifr\6-Y vd2,�."t,F 61;h , i_ Joe Gillett �I I --------use 12--------------- I CMdYd Slvtvnrnt Tie eyebm ha bwn diegnW and waluoted In aaaft eeh Sub and lad aortas. the soi Ueabrurrt area moat rwrdn vrababd from Svturbarca and/or asr oadan twex and aMr oorrtrucson Na wymiNlT IS Nine TMT lHe en'l wU_ (CiSl E to nJflartaN INDD1NrF1Tsye con mot G proWly rrglMo4red lthi a your eielem'e mares pan for informaeon on prover ova ord mdnLrmrw, Site Address 706 270TH ST Woodville, WI S4028 P D' 002-1061-95-001 10 84 Acres J Legal: SE 1/4 SE 1/4 S25 T29N R16W Town of Baldwin Style: 1" = 40' Date: 718121 1 SOIL INTERPRETIVE DETERMINATION REPORT Prepared for: Joe Gillett Site Location: 706 270TI ST, Woodville, WI 54028 Legal: SE 1/4 SE 1/4 S25 T29N R16W Town of Baldwin Evaluation Date: 7/8/21 INTRODUCTION: On 07/08/2021 a soil and site evaluation was conducted at the above -described property to locate a suitable area for a replacement Private Onsite Wastewater Treatment System (POWTS). The subject property consists of a single 10.8-acre parcel with an existing 3-bedroom home. The existing home is served by a holding tank POWTS that consists of two 1000-gallon tanks. The owner desires to install a soil treatment area to reduce the inconvenience and monthly hauling costs associated with the current holding tank only system. A series of 4 soil pits were excavated and the soil conditions were described according to the requirements of SPS 385.20 and SPS 385.30. None of the observed test pits demonstrated a clear four -inch (or greater) subsoil horizon (B-Horizon) below the topsoil (A -horizon) that lacked the presence of redoximorphic features. Per SPS 385.30.2(b), Unless otherwise determined unders. SPS 385.60, the highest elevation of seasonal soil saturation shall be the ground surface where redoximorphic features are present within 4 inches of any of the fallowing: 1. An A horizon that extends to the ground surface. 2. The lower boundary of overlying fill material where no buried A horizon exists. 3. An A horizon buried by overlying fill material The purpose of this soil Interpretive Determination Report is to review geologic, hydrologic, and topographic site conditions to determine current conditions of periodic soil saturation and assess their effect upon the potential operation of a POWTS. LOCAL HYDROLOGY AND SURFACE WATER FLOW: The property is located within the Carr Creek watershed, which is a sub -watershed of the Eau Galle River major watershed. This area drains primarily south via intermittent creeks (dry runs) and overland flow before eventually forming the headwaters of Carr Creek which is a tributary of the Eau Galle River. The test area is located at the summit and shoulder of a till plain at the highest available elevation on the property. Drainage in the tested area is aided by a gentle rolling slope that is 2% grade. The slope is primarily linear -linear to convex -linear in shape and most on -site drainage flows westward towards the low-lying meadowlands. Being at the summit of the landscape, the test area receives little -to -no surface water drainage. Surficial drainage to the north and east of the test area is intercepted by drainage ditches running parallel to 207T" ST and US HWY 12 which collect runoff and direct it south and west around the test area. There are no public water features on the property. There is a FEMA mapped floodplain that runs north to south across the center of the property. The floodplain is mapped "Zone - A", therefore no Base Flood Elevation has been established. The test area is not within the mapped floodplain and is more than 350 feet east of the nearest boundary and 10-12 feet higher in elevation. Per ST Croix County GIS data, there are two mapped wetland features located in the lower -lying Page 4 meadowlands on the western half of the property. These wetland features are approximately 650-feet west of the test area and approximately 12-feet lower in elevation. They are located at the bottom of a stream terrace within and adjacent to the FEMA mapped floodplain. No other portion of the property is identified as a delineated wetland. There are scattered broad -leaf deciduous and freshwater emergent wetlands throughout the immediate vicinity, most of which are immediately adjacent to the floodplain along the stream terrace (see attachment 1). The test area does not appear to have hydric soils or wetland indicator vegetation. Furthermore, the test area does not exhibit a "depressional landscape" characteristic of wetlands. The consistent rolling slope in the test area has likely aided drainage adequately enough to prevent wetland or hydric soil conditions from forming. The tested area does not appear to be a wetland. HISTORICAL GEOMORPHOLOGY: This area of ST Croix County was formed by ground moraine deposits during the last Wisconsin Glacial Episode occurring 12,000 to 15,000 years ago. Glaciation resulted in erosion, deposition, stream erosion, and other processes that influenced the type, quantity, and quality of the subsurface soil "parent materials." Wisconsin is divided into 5 primary soil regions based on geographic location, broad vegetation type (forest vs. prairie), and texture of parent materials. These 5 primary regions are further broken down into 11 sub -groups based on cover types of texture classes. The soils of this area of St Croix County belong to Soil Region A which is dominated by Hapludalfs in forested silty soils (Bockheim, J. G., & Hartemink, A.E. (2017). The Soils of Wisconsin. Springer Publishing). The parent material of the tested area consists of windblown loess and loamy deposits laid over a dense clay loam to sandy loam till (see attachment 2). Though the topsoils in the area express good soil structure, the underlying glacial till subsoils are dense and very firm (high bulk density) as a result of extreme compaction forces during the prior glaciation. SOIL MAPPING: USDA Web Soil Survey data classify the soils in the tested area as a Vlasaty Silt Loam. The Vlasaty series consists of very deep, moderately well -drained soils that formed in 12 to 26 inches of loess or loamy sediments and the underlying glacial till. These soils are on interfluves and side slopes on dissected till plains. Permeability is moderate in the silty mantle, slow or moderately slow in the lower part of the solum, and very slow in the substratum. The Vlasaty series is an Aquic Glossudalf subgroup of the Alfisol soil order. Glossudalf soils are characterized by a "glossic horizon" (E/B, B/E) in soils that are never dry for>90 cumulative days or>45 consecutive days ("ud") (see attachment 3). The topsoils and initial sub- soils express moderate structure which aids in the downward movement of water through the soil profile as well as the lateral movement of water downslope. Soil structure deteriorates with depth eventually becoming structureless (massive and very firm). SOIL CONDITIONS Overall, the soil evaluation results revealed a relatively consistent topsoil and subsoil regime throughout the test area which comprised borings B1-133. Topsoil (A -Horizon) depth ranged from 0-8 inches and was a dark brown (10YR 3/2) silt loam with strong fine -to -medium granular structure. Page 5 The topsoil (A -Horizon) was followed by an eluvial (E-Horizon) which contained a light brown (10YR 5/3) silt loam with moderate, fine angular -blocky structure. Starting at approximately 12-13" soil texture became noticeably heavier and denser and transitioned to a brown (10YR 4/4) silt loam to silty -clay - loam with moderate to strong medium angular blocky structure (B-Horizon). The glacial till derived parent soil materials (Horizon C) were consistently encountered beginning at 19" from grade. These soils were slightly "yellower" than the overlying subsoils with a 2.5YR 4/4 color. C- Horizon texture ranged from clay loam to clay with firm to very firm consistence. Structure in the horizon began as strong medium -to -coarse angular blocky, but quickly deteriorated to very firm and massive as depth increased, especially beyond 30". Redoximorphic features were observed in all borings. No redoximorphic features were observed in the dark brown (10YR 3/2) topsoils of borings Bl -133. A few, fine, faint, redoximorphic features were observed in the topsoils of B4. This indicates that where present, Redoximorphic features can be observed in the dark brown topsoils of the A -Horizon. The lack of visible Redoximorphic features in the topsoils above 7 inches indicates these soils are not likely saturated for a long enough period for the features to develop. This suggests that there would be at least 6 inches of in -situ soil available to accommodate a properly designed POWTS. Redoximorphic features were present throughout the subsoil horizons beginning as few, fine -to - medium, faint, and becoming common to many, fine -to -medium and prominent as depth increased. Redoximorphic features were most abundant and prominent in the massive clay loam soils in the C- Horizon, indicating the horizon is strongly contributing to the slowed movement of water through the soil solum. The frequency and intensity of the redoximorphic features was markedly lower in the B- Horizon, indicating that "perching" does take place in the upper horizons, but likely less frequently and for a shorter period of time in the upper portions of the solum. B4 was conducted lower in elevation to determine if soil conditions changed significantly over distance and elevation on the site. The soils in B4 lacked the prominent eluvial horizon observed in Bl through B3 and the higher bulk density clay loam and clay soils were encountered at a shallower depth. Also, as noted above, faint redoximorphic features were observed along root channels in this test pit indicating the area remains wetter longer than the test area above. For these reasons, further consideration of the vicinity for a POWTS soil treatment area was not conducted. A preliminary boring was excavated 100 feet north of B4. The boring was immediately rejected as it was determined the area consisted of crushed aggregate and asphalt fill material. This area was therefore avoided for further consideration. No fill soils were encountered in the test area in Borings B1-134. It does not appear that a building has ever been present in the tested area. The test areas is not currently a farm field and does not appear to have been subjected to agricultural tillage practices in the past as the E-horizon observed in the test pits appears natural and intact. Further no Ap horizon was observed. Ample rooting activity from the established vegetation is visible in the upper portions of the soil solum. The strong rooting action from the vegetation has developed a highly porous topsoil with low -bulk density and higher hydraulic conductivity that aids in more rapid water movement within the upper foot of soil. Higher hydraulic conductivity within the topsoil is further Page 6 evidenced by the observation of abundant silt coats (10YR 8/2) throughout the E-Horizon indicating strong vertical and horizontal water movement in the upper 12-13 inches. No standing water or saturated soils were observed in any of the test pits during the observation window. It should be noted soil conditions were very dry during the testing window as western Wisconsin is currently experiencing mild drought conditions and has received very little recent rainfall. A review of a previous soil tests conducted in the vicinity indicates similar wet soil conditions to those observed. Mark Iverson (PSS #197; CST #46672) received DSPS approval for two soil Interpretive Determination Reports on adjacent properties. The first IDR, approved 8/16/2005 for 645 270TH AVE, Woodville, WI, is located 650 feet south of the subject test area and approximately 4-feet lower in elevation (see attachment 4). Though this area is partially mapped a Vlasaty silt loam by the USDA Web Soil Survey, Mr. Iverson notes in his report that the observed soil conditions are more characteristic of the Santiago series which intersects his observation area. Mr. Iverson's observed soil conditions appear to vary more widely in color and texture than those of the subject test area. It is my opinion that this is likely due to the intersection of competing soil mapping units (Vlasaty, Santiago). The second IDR, approved 9/19/2005 for 2691 US HWY 12, Woodville WI is located approximately is located 700 feet southwest of the subject test area (see attachment 5). The soils in this observation are mapped as part of the Skyberg soil series by the USDA Web Soil Survey. The Skyberg Series is generally exhibits "wetter" soil characteristics than the Vlasaty series. The soil conditions observed in the upper horizons of Mr. Iverson's soil pits exhibit similar characteristics to those of my observation pits, however, the parent materials textures contained a much higher sand content (sand; sandy loam) than anything that I observed. Also of note, Mr. Iverson observed weaker soil structure and even platey soil conditions in many of the test pits which were not present in any of the pits I observed at the subject test area. The findings, conclusions, and recommendations of both of Mr. Iverson's reports are included here for reference and were considered by myself in preparation of this report. CONCLUSIONS/RECOMMENDATIONS: The site appears to be impacted by a "perched" seasonal water table that is likely caused by the densic clay loam to clay soils in the underlying compacted till. Though Redoximorphic features are observed throughout the subsoil, they were more prevalent and prominent at greater depths indicating the upper horizons are not wet as often and for a shorter period of time. Nowhere on the site was there a clear 4- inch subsoil horizon below the topsoil and therefore the site is all "A+O." Though the test area has limited slope (2%), the slope shape (convex -linear) is adequate to prevent collection or pooling of surface water and ensure treated effluent is moved downslope and away from the mound. The test area is located at the highest elevation of the property and receives little to no overland flow preventing the topsoil horizons from becoming (or remaining) saturated for long periods of time following precipitation events. Additionally, abundant rooting action in the upper 12-13" of the soil solum has developed strong to moderate soil structure with high porosity (lower bulk density) allowing adequate vertical and lateral water movement downslope and away from the test area. Page 7 Furthermore, no Redoximorphic features were observed in the upper 7 inches of soil in the test area borings (131-63). Based on all available information I would conclude, at a minimum, the upper 6 inches of topsoil are not seasonally saturated and have the ability to accept and properly treat wastewater effluent to the standards of SPS 383. To prevent "toe leakage" and encourage effective infiltration into the subsoil strata, a long, narrow mound system should be designed. Additionally, given the limited slope, the basal area loading rate should also be kept very low to ensure effluent infiltration and acceptance. The following design criteria shall be implemented in the proposed mound system design: 1. The mound shall be installed on the 100.00 contour between borings B1, B2, and B3 2. The mound should be long and narrow. The distribution bed should not exceed 4.5 feet in width to maintain a linear loading rate at or below 4.Sgal/ft/day 3. The basal soil application rate should not exceed 0.2gpd/ft' 4. The mound should have a minimum 30-inch ASTM-C33 sand -lift 5. Pressure distribution should be level and orifice density should be kept as low as possible (<8ft'/orifice recommended) 6. Mound installation should only occur if soils are dry and friable to prevent smearing of the soil and compaction of the subsurface soil structure. Installation should be avoided during the spring of the year if possible. 7. Tree removal should only occur if soils are dry and friable. Trees shall be cut flush to grade and the root systems left in place. Extra care should be taken during the tree removal process to disturb as little soil as possible and to prevent soil compaction. 8. The site should be graded to divert surface water away from the mound system and downslope basal area and roof drainage systems (gutters etc.) should be designed to outlet away from the mound area Page 8 ATTACHMEr SCC ArcGIS Web Map 7/6/2021. 6:07:43 AM 1:4,514 0 150 300 600 R ® DrainageEasement Limited Common Space or Park I= Subdivision/CSM Boundaries © ZONE AE i . . I I Public ROW Private Right -of -Way Flood Hazard Areas ZONE AE - FLOODWAV 0 40 80 160 m Lot Tax Parcels 0 ZONE A WDNR. SCC CDD, SCC COD, FEMA, SCC COD pp����>> qq Web APpe�aloer br ArcGIS SCC CDD I WDNR SCC COD I SCC CDD entl 5CC Hlpheay DW I FEMA, SCC CDD I CDD am NPS I Nabs al G"pstlal-In*Mg ce AosM (NGAI; Depa Stele Umty. Esn I 44° 574SN ATTACHMENT 2 s Soil Map —St Croix County, Wisconsin s 0 5581W YE210 rL'4T1) S5Bi1P SflHI �L801( 3 NaP Sok: 12,330 if Mrb�d m A land5mpe (11" x 8.5') ShnY. a Aetg N 0 3D 93 120 180 A O 0 10D 310 400 fi00 Map P1o)�N Web Muter Corner mordmaRs WGS94 Edge ws U,M Znre 15N WCS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Sod Survey m s47N 44°ST 31'v emivi �m �esm s 7P2020 Page 1 of 3 ATTACHMENT 2 Sod Map —St Croix County, Wisconsin Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CyA Clyde silt loam, 0 to 3 percent 14 8 8% slopes FdA Floyd silt loam, 0 to 3 percent 11 11 39 9% slopes SrA Skyberg silt loam, 0 to 3 5.9 38 4 % percent slopes V, B Vlasaty silt loam, 2 to 6 2.0 12.8 % percent slopes Totals for Area of Interest I 15.4 _ _ 100.0% USDA Natural Resources Web Soil Survey 7/12/2021 Conservation Service National Cooperative Soil Survey Page 3 of 3 Page 11 4110/2021 ATTACHMENT 3 Official Series Description - VLASATY Series LOCATION VLASATY MN+WI Established Series Rev. CRC-DMA-AGG 09/2005 VLASATY SERIES The Vlasaty series consists of very deep, moderately well drained soils that formed in 30 to 66 centimeters (12 to 26 inches) of loess or loamy sediments and the underlying glacial till. These soils are on interfluves and side slopes on dissected till plains. Slopes range from 1 to 12 percent. Mean annual precipitation is about 790 millimeters (about 31 inches). Mean annual air temperature is about 9 degrees C (about 48 degrees F). TAXONOMIC CLASS: Fine -loamy, mixed, superactive, mesic Aquic Glossudalfs TYPICAL PEDON: Vlasaty silt loam, on a southeast facing, linear slope of 2 percent, in a cultivated field, at an elevation of about 400 meters (about 1,300 feet) above sea level. (Colors arc for moist soil unless otherwise stated.) Ap--O to 18 centimeters (0 to 7 inches); very dark grayish brown (10YR 3/2) silt loam, dark grayish brown (I OYR 4/2) dry; moderate very fine granular structure; very friable; moderately acid; abrupt wavy boundary. [15 to 23 centimeters (6 to 9 inches) thick] E-48 to 28 centimeters (7 to 1 I inches); grayish brown (10YR 5/2) silt loam, light gray (10YR 7/2) dry; moderate thin platy structure; friable; moderately acid; abrupt wavy boundary. [2 to 20 centimeters (1 to 8 inches) thick] B/E--28 to 41 centimeters (I1 to 16 inches); brown (10YR 4/3) silty clay loam (Bt); moderate fine subangular blocky structure; friable; penetrated by tongues of grayish brown (I OYR 5/2) silt loam (E); moderate very fine subangular blocky structure; friable; few fine faint yellowish brown (1 OYR 5/4) masses of iron accumulations; strongly acid; abrupt irregular boundary. [The glossic horizon ranges from 13 to 25 centimeters (5 to 12 inches) thick] 2Bt1--41 to 56 centimeters (16 to 22 inches); brown (I OYR 4/3) clay loam; moderate fine subangular blocky structure; firm; few distinct clay films on faces of peds; about 3 percent gravel; few fine distinct dark grayish brown (2.5Y 4/2) masses of iron depletions; strongly acid; clear wavy boundary. 2Bt2--56 to 71 centimeters (22 to 28 inches); brown (1 OYR 4/3) clay loam; moderate medium prismatic structure parting to moderate medium subangular blocky; firm; few distinct clay films on faces of peds; few prominent light gray (I OYR 7/1) sand and silt coats on faces of peds; about 3 percent gravel; common medium distinct grayish brown (2.5Y 5/2) masses of iron depletions; strongly acid; clear wavy boundary. 2130- 71 to 86 centimeters (28 to 34 inches); yellowish brown (1 OYR 5/4) clay loam; moderate medium prismatic structure parting to moderate medium subangular blocky; firm; few distinct clay films on faces of peds; few prominent light gray (1 OYR 7/1) sand and silt coats on faces of peds; about 3 percent gravel; common medium prominent strong brown (7.5YR 5/6) masses of iron accumulations; many medium distinct grayish brown (2.5Y 5/2) masses of iron depletions; strongly acid; clear wavy boundary. 213t4--86 to 127 centimeters (34 to 50 inches); yellowish brown (10YR 5/4) clay loam; moderate medium prismatic structure; firm; few distinct clay films on faces of peds; about 3 percent gravel; few medium prominent strong brown (7.5YR 5/6) masses of iron accumulations; many coarse distinct grayish brown (2.5Y 512) masses of iron depletions; strongly acid; clear wavy boundary. [Combined thickness of 213t horizons is 50 to 127 centimeters (20 to 50 inches).] page 12 https I/casoilresource lawr.ucdavis.edu/sde/?series=vlasaty 1/4 4/10/2021 � T C H M E N T Official Series Description - VLASATY Series 2BC--I o 5 cen [meters (4 to 60 inches); yellowish brown (10YR 5/6) loam; moderate coarse prismatic structure; firm; about 3 percent gravel; common coarse prominent strong brown (7.5YR 5/6) masses of iron accumulatiosn; many coarse distinct grayish brown (2.5Y 5/2) masses of iron depletions; slightly effervescent; slightly alkaline. TYPE LOCATION: Major Land Resource Area (MLRA) 104 Eastern Iowa and Minnesota Till Prairies; Mower County, Minnesota subset; about I A mile southwest of Le Roy; about 683 meters (2,240 feet) north and 137 meters (450 feet) west of the southeast corner of section 33, T. 101 N., R. 14 W.; USGS Le Roy quadrangle; lat. 43 degrees 30 minutes 23 seconds N. and long. 92 degrees 30 minutes 39 seconds W., NAD 83. RANGE IN CHARACTERISTICS: Depth to glacial till--30 to 66 centimeters (12 to 26 inches) Depth to carbonates-402 to more than 203 centimeters (40 to more than 80 inches) Content of clay in the particle -size control section (weighted average)--20 to 28 percent Content of sand in the particle -size control section (weighted average)--25 to 45 percent Special feature --some pedons have a stone line or thin layer, 2 to 13 centimeters (I to 5 inches) thick of gravelly and sandy materials at the base of the silty or loamy sediments Ap or A (when present) horizon: Hue-- I OYR Value--3 to 5 Chroma--1 to 3 Texture --silt loam or loam Clay content--15 to 27 percent Sand content--5 to 30 percent Reaction --moderately acid to neutral Uncultivated areas have an A horizon from I to 5 inches in thickness. E and E part of E/B (when present) or B/E horizon: Hue-- l OYR Value-4 to 6 Chroma--1 to 3 Texture --silt loam or loam Clay content--15 to 25 percent Sand content--5 to 30 percent Reaction --moderately acid or slightly acid In some cultivated areas the E horizon is mixed into the Ap horizon Bt (when present) and Bt part of E/B (when present) or B/E horizon: Huc-- l OYR Value-4 or 5 Chronrl or 4 Texture --silt loam, silty clay loam, or loam Clay content--22 to 32 percent Sand content--5 to 30 percent Reaction --strongly acid to slightly acid 2Bt horizon: Hue-- I OYR or 2.5Y Value-4 or 5 Chroma--3 to 6 Texture --loam or clay loam Clay content--20 to 28 percent Page 13 https'!/casoilresource lawr ucdavis.edu/sde/9series-vlasaly 2/4 ATTACHMENT 4 INTERPRETIVE DETERMINATION REPORT Property Owner. Bruce & Joseph Achterhof 645 27& Avenue Woodville, WI 54028 i 1184387,1 Site Location: NE'/. of the NW %y Sec. 36, Town 29N, Range 16W Town of Baldwin St Croix County V.U.W. Lo. Conditionally APPROVED DEPARTMENT OF COMMERCE DI SION OF SAFETY AND BUILDINGS tj SEE CVRRESPONDENCV Prepared by: Mark Iverson, PSS 4197, CST #46672 Aug= 2. 2005 Date Evergreen Irrigation Inc. Mark Iverson, Professional Soil Scientist P.O. Box 155 Hammond, WI 54015 Phone: 715-796-5664 Fax:715-796-5246 RECEIVED AUG 15 20 SAFETY & BLDGS. DIV. Page 14 ATTACHMENT 4 TABLE OF CONTENTS I. Introduction ......................................................................I U. Project Information ..................................................................................................i in. Method..................................................................................................................:..I IV. Discussion of Results ......................... ........................................... ...........................2 A. Local Hydrology ........................ ........................................ ..........................2 B. Geomo holo.........................................................2 C. Soil Disturbance and Hydraulic Modifications............................................2 D. Landscape Position and Local Topography.................................................3 E. Soil Series and Mapping Units....................................................................3 F. Additional Data............................................................................................5 G. Comparative Analysis ..................................................... I ... I......... I..............6 H. Government Reports and Comments...........................................................6 V. Conclusions and Recommendations ....................... ..... ........................................ _.6 VI. References ..................................................... ...........................................................7 TABLES ! Table 1 Soil Series Characteristics FIGURES Figure 1 USGS Topographic Map Figure 2 - Soil Map APPENDICES Appendix A - Soil Evaluation Report Page 15 ATTACHMENT 4 INTRODUCTION On July 1, 2005 Mark Iverson, Professional Soil Scientist #197 and Certified Soil Tester #46672, completed an Interpretive Onsite Soils Evaluation. An interpretive evaluation is required because the site does not meet the requirements to install a new private on -site waste treatment system (POWTS) through completion of a conventional onsite soils evaluation (<A+4 inches of acceptable soil is present). The onsite evaluation was completed through the observation of the soil profiles at six hand dug test pit locations. This report has been prepared to present the results of an interpretive detrr.nination completed to determine site suitability for installation of a POWTS. The evaluation was completed at the request of Oranzo Oevering, Oevering Homes, LLC. The property is located one mile east of Woodville approximately 500 feet south of Hwy. 12 on 270' Avenue. Shawn Bird of Bird Plumbing completed a preliminary soil evaluation. The preliminary evaluation included approximately three acted, proposed to be divided from the current property, and concluded that A+4 soils were not present on the site. No data from the preliminary assessment has been included. II. PROJECT INFORMATION The following is site -specific background information, which has been collected: Property Owner. Bruce & Joseph Achterhof 645 270'" Avenue Woodville, WI 54028 Site Location: NE'/. of the NW `/., Sec. 36, Town 29N, Range 16W Parcel ID # 002-1090-20-000 Town of Baldwin St Croix County Historic Land Use: Agriculture Crop Production Current Land Use: Agriculture Crop Production Vegetation: The site is currently vegetated with com. At the time of the assessment the com within the tested area was approximately 18" high and appeared to be in good health. Com in other areas, down slope from the tested area and within depressions appeared slightly stunted. Ill. METHOD This interpretive evaluation and report was completed following the guidelines set forth in Comm 85.60(2) of the Wisconsin Administrative Code and in the summary provided by Lemy Jansky titled, "Preparing the Interpretive Determination Report" (March 13, 2W2) Page 16 ATTACHMENT 4 IV. DISCUSSION OF RESULTS A. Local Hydrology 1. Surface Water Drainage Patterns — Surface water drainage is uniform over the majority of the proposed system area. Flow is concentrated south of B-4 and cast of B-I as the contours show on the site map. 2. Subsurface Water Drainage - The silt loam texture and lack of compaction within the Ap horizon offer good infiltration for the typical rain event During frozen conditions and following heavy precipitation events, runoff will be much greater. The weak structure of that Ap does not allow for rapid lateral movement within the soil and high bulk density below the Ap limits the percolation through the soil profile. The high bulk density is due to the parent material (glacial till) and tillage methods (moldboard plowing). 3. Artificial Drainage Devices —No artificial drainage devices were observed during the completion of the evaivatian. 4. Contributing Drainage Area — There is roughly 6000 square feet of area that contributes to the hydrology of this area The majority of the contributing hydrology is northeast of the proposed system and the west side of the system is situated on the crest 5. Soil Saturation — Saturated soil was not encountered during completion of the test pits identified on the figure included as Attachment A. 6. Surface Water Elevations- Surface water within 1/4 mile of the site has been identified on Figure I . The nearest surface water feeure is an intermittent steam located approximately 500 feet southwest of the site. B. Geomorphology 1. Parent Material — The parent material is loess over dense glacial till. 2. Landform Type — The proposed system area is positioned primarily on the top of the backslope. The west side of the system is located on the crest of the slope. C. Soil Disturbance and Hydraulic Modifications The proposed system location is in a cornfield. The field appears to be in continuous agricultural crop production. Therefore soil disturbance includes annual spring tillage with possible cultivation throughout the growing season. The proposed system location has not been severely disturbed by cutting or filling. No hydraulic modifications, such as drain tile or ditches, were observed at the time of the assessment. No additional surface water is received from impervious surfaces. Page 17 ATTACHMENT D. Landscape Position and Local Topography The regional topography is shown on figure 1. The general direction of slope is to the southwest as shown on the map. The ground surface elevation tanges'from 1140 to 1200 feet mean sea level (msl) within % mile of the site. The topography within the proposed system area is shown on the site map included in Attachment A. The proposed system is located near the highest position on the slope that will allow the design contour to fit The highest elevation on the slope, which the system is proposed, is approximately 103 feet The proposed system elevation is 1013 feet The system was not positioned further down slope because the relief east of B-I concentrated surface water as is shown on the site map included in Attachment A. This limited the length of the design contour at this location. FIGURE 1— USGS 'TOPOGRAPHIC MAP LIZ Location E. Soil Series and Mapping Units The Soil Survey of St. Croix County maps the soils on the Achterhof property as Santiago (SaB), Skyberg (SrA), and Vlasaty (VaB). The location of each soil type is identified on Figure 2. The primary soil characteristics as described in the series description are identified on the Table 1. 3 Page 18 ATTACHMENT 4 TABLE 1— SOIL SERIES CHARACTERISTICS T--.— Porin lufo1''11 5 1 Prr hilrtv So Series Horizon Horizon Surface Subsurf. Surface Submd. nimage class SaB sil sillsl Loess Tiv M S to MS W SrA sil sivsicl Loess Till MS or Sj MS or S SP VaB si! siUcl Loess Till MS MS MW 'Sandy loam tW otthe WLwonsm age Abbreviations Permeability IM = Impermeable VS = Very Slow S = Slow MS = Moderately Slow RA = Rapid M = Moderate VR = Very Rapid MR = Moderately.Rapid Drainage Class VP = Very Poorly P = Poorly SP — Somewhat Poorly MW - Moderately Well 4 W = Well SE = Somewhat Excessively E = Excessively Page 19 channels. The redox features observed in the E horizon can most likely be attributed to the short-term seasonal saturation or relic redox features in the dense glacial till. The redox features observed in the A horizon of B-7 (8"-10") can most likely be attributed to short term seasonal saturation due to compaction from repeated tillage. The Ap horizon although having weak structure in all borings appears to be well drained and does not exhibit any characteristics that indicate it is seasonally saturated. The soil on site does not meet the hydric soil criteria. The lack of hydric soils indicates that the soil is likely not saturated for greater than 5% of the growing season (approximately 7 consecutive days). The lack of these features does not precluded the possibility that the soil is saturated prior to the growing season. G. Comparative Analysis Soil borings (B-1, B-2, and B-3) were completed down slope to determine if the soil conditions were uniform throughout the site and if additional surface water received down slope had any impact on the soil characteristics. The results of the soil evaluation indicate that the soil down slope is similar to the soil upslope. H. Government Reports and Comments Leroy Jansky, Wisconsin Department of Commerce Wastewater Specialist, conducted a site visit on July 18, 2005- Mr. Jansky's preliminary observations indicated that the site was likely suitable for installation of a POWTS. V. Conclusions and Recommendations The site is suitable for installation of a POWTS (mound system) for the following reasons: 1.) Redoximorphic features were not observed in the upper 8". 2.) Hydric soils are not present on site. 3.) The proposed system is located near the highest position on the slope that will allow the design contour to fit The influence of surface hydrology at this point will be minimal. 4.) There are no features that concentrate surface water flow toward the proposed location of the system. 5.) The slope at the proposed system location is 3-4°/,. The slope is uniform with no dips or valleys. Page 21 ATTACHMENT The following recommendations should be considered during installation of the proposed system: 1.) The system should be installed on the 101.3' contour to stay within the tested area. 2.) Sand fill shall consist of 2.5' of material meeting ASTM C-33 specifications. 3.) Four to six inches of sand should be placed on the system area immediately prior to titling. 4.) The basal loading rate shall not exceed 0.2 GPD/ft for EFF#1. 5.) The system shall be designed to have a linear loading raze of 4.5 GPD/ft or less. 6.) The system will follow the contour (101.3) and have a slightly convex shape- 7.) Due to the high bulk density of the subsoil, the slope above the system area should not be modified or disturbed to maintain the soils ability to infiltrate and store precipitation. 8.) Drain file could be installed upslope of the system and dLwJwged to the west. The final approval of this site must be made by the Wisconsin Department of Comment and the St Croix County Zoning Department This report represents the observations and professional opinion of Marc Iverson, Professional Soil Scientist (#197) and Certified Soil Tester (#46672). VI. REFERENCES 1.) United States. United States Department of Agriculture Soil Conservation Service, in cooperation with Research division of the College of Agriculture and Life Sciences University of Wisconsin. Soil Slow of St Croix County, Wisconsin. 1978. 2.) State of Wisconsin. Department of Commerce Code, Chapters 83 and 85. 3.) United States. Us Geological Survey. Topographical downloaded from http •//terraserver. microsoft.corrk/ 4.) St Croix County. St Croix County Land Information System. http://72,21.230.178,lwebsitg/Rmystem/6$vortW.htm Page 22 ATTACHMENT 4 wiWonrie D'Vanmom or commaee SOIL EVALUATION REPORT Division of SAny and nuAdi.W In accwdaacc with Comm 85, wis Adm. Code Attach wmpldt •lie plan m paper mil less 11n" 8 a 1 ] iucbes in sir. Plus cooed Ind,& but via limited to: verdrW and honzomal reraeawe peim (BMdaaaioo end Patent elope, sale or dimenvona, math arrow, and BAf reRreecrd w .e road. Phase print all informatiore Pw 4 1`—' St. Croix I F r l mtormzton you provide may be used for a omlary purpn (privay tnw, a. 15,04 (1) (m)) A'W,ty cxa Property LoeMion Bruce & Joseph Achterhof oche La NE v. NE r. s 36 T 29 N R 16 w 645 270h Ott. 5- - . (O Clty� ❑ [rll3gE 0 Town Nell" Rood Woodville WI 54028 715-698-2748 I Baldwin 27& Ama to - 0 New Construction Use: 0 Residential / Number of Bedroom____3__ Code derived design flow two 450 GPD E3 Replacement ❑ Public or Commercial - Describe: Parent Material Glacial till Flood Plain elevation if appiiable NA f - G4=81 comments and recommendatioas: Soil beneath the Ap horizon n very compact when in place. Once removed the sed is friable t0 firm Deep tillage is recommend (18'+) during dry condition. 4 to 6 inches of sand should be placed on the proposed system prior to tillage. a flaring k ❑Boring 0 Pit Ground Surface Elevation 100.00 ft. Depth to Limiting factor 9 in. SMA Horizon Depth in. t Domvtant Cola Attrwell Redox Desorption Qu. sz, Cont-Color Torture Structure I C oraieerlce Gr. sz. Sh Botndery Raab av 'fit 'EM 1 0 9 10YR3/2 NONE GRSIL 1 m sbk mfr _ as _ __ f f 0.4 0.6 2 S 16 10YR5/3 f-1 d 10YR4/6 GRSIL t -2 w m0 as none 0.0 0.2 3 16.20 7.5YR4/4 None vGRLS 0 sg col gs none 0.7 1.6 4 ' 20-24+ 10YR4/4 fl-d 7.5YR4/8 C 3 m sbk I mvfi none 02 0.3 t c ❑ Boring BO1mg' OPit Ground Surface Elevation 99.1 ft. Depth to Limitirbz factor I 1 i, Hadmn Deed+ Qomilsrtt Golm q1r_ -- Redox - ---T Descrlptlon Q . Sz. Coco. —---r----- l Texture I I Siruchae I h. lCagi�rce I Bmtdwy Rode GP •Eftdr --Ek 1 0.11 f 10YRU2 ' None GRSIL 1 m sbk rrlfr gs 1f 0.4 0.6 2 11-16 10YR4/3 f1d 10YR4/6 GRSL ! 2 m sbk mfr gs none 0.6 1.0 3 16-22+ 10YR4/3 M-d I0YR4/6 GIRLS 0 sg _ nV none 0.7 1.6 E •Enluem:l=BODs> 305220rnWLend TSS>30<150melL •Emamt e2 BM < 30 mn.aod TM< 30 md1_ CST Name (Please Print) CSTNurnbw Mark Iverson 46672 Aloes, pee E%+beioncoaftaw Tdephme Number P.O. Box 155 Hammond, WI 54015 Jelly 1, 2005 715-796-5664 Page 23 ATTACHMENT 4 Property owner Bruce & Joseph Achterhof Parcel 1D# 002-1090-20-000 Page _7—of 4 ❑ Boring ' Born. OPit Ground Surface Flevation I W O R. Depth to limiting factor 9 in IHorizon Depth 0-9 Dornnarrt Color uroeY 10YR312 Redox Description u Sz. Con ; None j MA IOYR416 Texaxe GRSIL Stnrcirre Sh 1 m sbk i Conemlence i - mtr aaurWry as Rood 1 f - GPD/ 0.4 'ER12 0.6 0.8 71 2 - -15 10YR4/3 GRL ' 2 m sbk rf* gs none ! 0.6 3 15-21+ 10YR5/3 f-I-d 7.5YR 416 GRSL 1 f sbk I mvfr none 0.2 0.8 I 4] Boring # ❑ Boring Eft Ground Surface Ek auon 101.7 8. Depth to Limiting factor 10 in. r joOdor i�u. .__ Dsnen SL Color Tture Ie 56uchse Gr. Sz. Sh. Core ice Boundary RootsHaAzonTDenh •Ent7 'EM 1 2 0-10 10.16 10yrW2 10yr4/3 None 7.5yr4/8 S8 G_ris 1-m-sbk 1-csbk rnfr n* as gS 2f none 0-4 0.7 0-6 1.6 3 16-24+ 10yf3/4 none gns 0 sg ml j none 0.7 1-6 I 6 ❑❑ Boxing Boring # Mt Gmmld SwIhce Eleva 100.9 R Depth to Limiting factor 10 is Horizon Cepth in. Dmwant Color Redox Descipbon u Cont. Texpae Structure Gr. . Consiele Ock"U y Rosa 'SMI 'EW2 1 0-8 10yfi/2 None SIL 1-m-5bk mir as if 0.4 0.6 2 B-10 IOyr'd/2 None SIL 1-vco-sbk mfr --mfr gs 1f 0.4 0.8 3 10-16 1004/3 10yr4N6 f-1-0 VGRSIL 1-co-sbk sg - 0.4 0-6 4 18-22+ 7.5yr4/4 7.5yr4/8 f-1-f GRSL 0-m ; mfr - - 0.2 i a Elll a 01- aODf' 30 S220 MWL and TSS>305150 wWL aEfteft A2-1101),<_30 WLaaW 7SS<_30 aig+L 13e Depwtmmi of Coffimce is an equal opportunity service provider end employer. If you need assistmw to saws services or Need matelot m m ahemwe format, please contact the deparmmi at 609-266-3151 or TIY 6W264-8777. Page 24 AUN2 t'ropem1 yunl Achterhof Parcel W# Owncr race Fw —3—of 4 ❑Boring Borg 4 HPit Ground Surface Elevation 101.E ft. Depth to Limiting factor $ in. Shc Anolcatian Rate Harlan Depth Dornwwwt Color _ ... Reclox Descr Rfion Texture Structwe CorI Boundary ebtance Rock P in. Color ; Cr,Sz Sh I ,�—_. 'EflI7 'ERT2 r 1 _-� 0-8Dyf3/2 -8-10 None � sit 1-m-sbk r mfi as I 0.4 0.8 2 10yf�12 7.5 yt3/4 f-1-d so I-m-PI m� 1f 0.4 0.6 3 10-18 1 10yr413 7.5yr4/6 f-1-d Grsil 1-f-pl rrtfr I gs 0.4 0.8 — --"- 4 18-20+ 1 10yr4J3 7.5yr4/6 f-1-d j grfsl 2_f-sbk m �__ 1 0_4 0.8 Bonng Ha I ❑ # Depth in —t Boring Mt Ground Surface Elevation it. Depth to Limiting factor is at AnallcationRAJIL Dominant Color Red= Description or _ Texture Structure Car kwr I Bmndery i Gr. Sz. Sh Root P 1 •ERIt 'E11/1 ❑ Big 9 ❑ Boring Elpit Ground Surface Elevation R Depth to Limiting factor m. SW Application RMW iHorum Depth n Donxrnent Color �_ I M Redox Description Co. Sz. Card. Color Taxhre S1ruUlre Gr Sh..' Cau>aslenoe Boundary Roots I •Effl a#1-BOD>> 30< 220 mgiL. and TSS> 305150 mWL • Effluent #2- BODa<_ 30m*L and TSS S 30 mpL 11e Department of C mmerre is an equal opporuaity service proaider and enplover. If you need assistance to atria servico or Need mast ial in an alternate format, please contact the departuerit at 608-266-3151 or TIT 608-264-SM. Page 25 Page 4 of 4 >2ar to pmpft bom o rt 24 n. m e N place system on the 101.6' contour 03' s-2 ss• The proposed system area is located in a corn field. B-7 is 96' from B-4 at 287 degrees the power pole (B.M. #2) is 34' from Bel at 69 degrees Elevation = Bench Mark = Boring LocaWn & Elevation House and well location to be determined Qwrier Bruce & Joe Achterhof Site Information: Completed By Mark Iverson, PSS 645 270th Ave SE 1/4, SW 1/4, S6, T29N, R11 W 680 Larmm Street Woodville, WI 54028 Town of Baldwin Hammond, WI 54016 St Croix County 715-796.5664 Phone: 71"W2748 CST* 46572 Page 26 ATTACHMENT5 INTERPRETIVE DETERMINATION REPORT Property Owner: P.O.W.T.S. Julie Lorenz Conditionally 2691 Hwy 12APPROVED WOOdV1U5C, WI 402g DEPARTMENT OF COMMERCE DIVI ON Of SAFETY AND BUILDINGS Oa SEE CORRESF&DEN16 Site Location: NE V. of the NE 1A, Sec. 36, Town 29N, Range 16W Town of Baldwin St. Croix County 1 1193081 Prepared by: Mark Nerson. PSS #197, CST #46672 August 31, 2005 Date Evergreen Irrigation Inc. Mark Iverson, Professional Soil Scientist P.O. Box 155 Hammond, WI 54015 Phone:715-796-5664 Fax:715-796-5246 . ATTACHMENT 5 TABLE OF CONTENTS 1. Introduction 11. Project Information ................................................................. 111. Method ..... I IV- Discussion of Results ......................... . .................................................................... 2 A. Local Hydrology .......................................................................................... 2 B. Geomorphology ............ .............................................................................. 2 C. Soil Disturbance and Hydraulic Modifications ............................................3 D. Landscape Position and Local Topography .................................................3 E. Soil Series and Mapping Units .................................................................... 3 F. Additional Data 5 G. Comparative Analysis .................................................. ............................... 5 H. Government Reports and Comments ...........................................................5 V. Conclusions and Recommendations ......... .............................................................. 6 V1. References ........................ 7 TABLES Table I - Soil Series Characteristics Table 2 - Hydric Soil Classification FIGURES Figure I - USGS Topographic Map Figure 2 - Cnil Man ATTACHMENT 5 INTRODUCTION On July 21, 2005 Mark Iverson, Professional Soil Scientist 9197 and Certified Soil Tester #46672, completed an Interpretive Onsite Soils Evaluation. An interpretive evaluation is required because the site does not meet the requirements to install a new private on -site waste treatment system (POWTS) through completion of a conventional onsite soils evaluation (v1+4 inches of acceptable soil is present). The onsite evaluation was completed through the observation of the soil profiles at five hand dug test pit locations. This report has been prepared to present the results of an interpretive determination completed to determine site suitability for installation of a POWTS. The evaluation was completed at the request of the homeowner, Julie Lorenz The evaluation was completed to identify a location to site a replacement POWTS for the Lorenz residence. The current system includes a septic tank with surface discharge. The current discharge location is identified on the figure included in Attachment A. The property is located east of Woodville on the south side of Hwy 12. Mark Iverson completed a preliminary soil evaluation. The preliminary evaluation included the entire property (18 acres) and concluded that A+4 soils were not present on the site. The location the interpretive deterrination was identified as the most suitable location on the site for installation of a POWTS. No data from the preliminary assessment has been included. IL PROJECT INFORMATION The following is site -specific background information, which has been collected: Property Owner: Julie Lorenz 2691 Hwy. 12 Woodville, WI 54028 715-698-2217 Site Location: NE '/4 of the NE %4, Sec. 36, Town 29N, Range 16 W Parcel ID # 002-1090-10-000 Town of Baldwin St. Croix County Historie Land Use: Agriculture Crop Production / Fallow Current Land Use: Fallow Vegetation: The site is currently vegetated with miscellaneous grasses and thistle. III. METHOD This interpretive evaluation and report was completed following the guidelines set forth in Comm 85.60(2) of the Wisconsin Administrative Code and in the summary provided by Leroy Jansky titled, "Preparing the Interpretive Determination Report" (March 13, 2002) ATTACHMENT5 IV. DISCUSSION OF RESULTS A. Local Hydrology 1. Surface Water Drainage Patterns — Surface water drainage is uniform over the majority of the proposed system area No areas of concentrated flow were identified. 2. Subsurface Water Drainage —The majority of the soils exhibited moderate structural grade with subangular blocky structure within the surface horizon providing good infiltration potential. The slope within the proposed system area is approximately 34% this in combination with the moderate structure observed in the surface horizon will provide good lateral movement within the surface horizon. During frozen conditions and following heavy precipitation events, runoff will be much greater and temporary saturated conditions are likely on the site. Water drainage has been impeded in the subsurface soils by a number of factors. Platy structure is present below the topsoil at most of the boring locations. In addition, the bulk density was higher in the subsoil versus the topsoil at many boring locations. This is apparent through the firm or very firm structure that is present in Borings #I, #3, and #5. 3. Artificial Drainage Devices — No artificial drainage devices were observed during the completion of the evaluation. 4. Contributing Drainage Area — There is area upslope between the proposed system location and the house that contributes surface water to the system area See the figure in Attachment A. 5. Soil Saturation — Saturated soil was not encountered during completion of the test pits identified on the figure included as Attachment A. The depth of the test pits within the system area was 16 to 19 inches. 6. Surface Water Elevations- Surface water within 1/4 mile of the site has been identified on Figure 1. The nearest surface water feature is an intermittent steam located approximately 200 feet Southwest of the site. B. Geomorphology 1. Parent Material — The parent material is loess over dense glacial till. 2. Landf rani Type —The proposed system area is positioned on the backslope of a till plain just above an intermittent drainage way. The till plain extends up to the east for approximately 'Amile. The general slope shape in the vicinity of the proposed system area is convex perpendicular to the contour and convex along the horizontal contour. 3. Slope Aspect — The slope aspect with in the proposed system area ranges from W at 270 degrees to WNW at 300 degrees. 4. Surface Elevation — The surface elevation is between 1160 and 1180 feet msl as observed on the USGS topographic map. ATTACHMENT 5 C. Soil Disturbance and Hydraulic Modifications The proposed system location is in a fallow field. The proposed system location has not been disturbed by cutting or filling. No hydraulic modifications, such as drain tile or ditches, were observed at the time of the assessment. No additional surface water is received from impervious surfaces. D. Landscape Position and Local Topography The regional topography is shown on figure 1. The direction of slope in the vicinity of the proposed system area is northwest to southwest as shown on Figure 1 and the figure included in Attachment A. The ground surface elevation is between 1160 to 1180 feet mean sea level (msl) within the vicinity of the proposed system. FIGURE 1— USGS TOPOGRAPHIC MAP tzo-/ 1 /9.. -1180` tY� j 4e Loc.1 - 1160 " 270th St / F. Soil Series and Mapping Units The Soil Survey of St. Croix County maps the soils on the Lorenz property as Santiago (SaB), Skyberg (SrA), and Vlasaty (VaB). The location of each soil type is identified on Figure 2. The primary soil characteristics as described in the series description are identified on the Table 1. Table 2 identifies the wetland indicator status of all soil identified on the property as identified in the USDA — NRCS Technical Guide - Hydric Soil Interpretations and in US Army Corp of Engineers (USACOE) hydric soils list. 3 ATTACHMENT 5 TABLE 1 — SOIL SERIES CHARACTERISTICS Parent Material Permeability Soil Series A Horizon E or B Horizon Surface Subsurf. Surface Subsurf. Drainage Class Sa SIL SIUSL Loess Till M S to MS W Sr SIL SIUSICL Loess Till MS or S MS or S SP Va SIL SIUCL Loess Till MS MS MW Abbreviations Pemteabili[v IM=Impermeable MS=Moderately Slow RA=Rapid VS = Very Slow M = Moderate VR = Very Rapid S = Slow MR = Moderately Rapid Drainage Class VP = Very Poorly W = Well P = Poorly SE = Somewhat Excessively SP = Somewhat Poorly E = Excessively MW = Moderately Well Table 2 - Hydric Soil Classifications NRCS-USDA Soil Series Component Inclusions USACOE Sa No I None I No Sr No Auburndale No Va No NoneI No Component soils are soils that are most likely hydric. If inclusions are identified, small pockets of hydric soils listed may be present within the soil series. ATTACHMENT 5 F. Field Observations The soil within the proposed system area is mapped as Skyberg (SrA). The soil identified during the completion of the test pits has textural qualities similar to either Santiago or Vlasaty. Because the site has been out of crop production and seen little or no disturbance, the soil exhibits good structural properties within the surface horizon (upper 8 to 9 inches). The slope within the proposed system area is 34%. The slope in combination with the moderate structure observed in the surface horizon will provide good lateral movement within the surface horizon. Redoximorphic features were observed primarily as Fe concentrations in the bottom of the A and in the E and B borizons and occasionally as iron depletions in the E and B horizons. Redoximorphic features were observed in the A horizon as spots with occasional oxidized root channels at depths greater than 7 to 9 inches below surface. The redox features observed in or just below the A horizon can most likely be attributed to short term seasonal saturation. The redox features are also likely a result of increased bulk density observed in the subsoil of Boring 1 (horizon 4), Boring 3 (horizons 2 & 3), and Boring 5 (horizon 3). The soil on site does not meet the hydric soil criteria. The lack of hydric soils indicates that the soil is likely not saturated for greater than 5% of the growing season (approximately 7 consecutive days). The lack of these features does not precluded the possibility that the soil is saturated to or near the surface prior to the growing season or for shorter periods of time during the growing season. G. Comparative Analysis Soil boring (B-5) was completed down slope to determine if the soil conditions were uniform throughout the site and if additional surface water received down slope had any impact on the soil characteristics. The results of the soil evaluation indicate that the soil down slope had coarser texture within the subsoil, however the redoximorphic features were similar to those observed within the proposed system area. H. Government Reports and Comments On August 24, 2005, Leroy Jansky of the Wisconsin Department of Commerce assessed the conditions on site. W. Jansky verified that the soil profile in B-1 is generally in agreement with the conditions presented on the soil evaluation report included in Attachment A. A copy of Mr. Jansky's inspection report is included as Attachment B. ATTACHMENT V. Conclusions and Recommendations The site is suitable for installation of a POWTS (mound system) for the following reasons: 1.) Redoximorphic features were not observed in the upper 8 inches of the soil profile within the proposed system area. 2.) Hydric soils are not present within the proposed system area. 3.) There are no features that concentrate surface water flow toward the proposed location of the system. 4.) The slope at the proposed system location is 3 to 4%. The slope is uniform with no dips or valleys. The following recommendations should be considered during installation of the proposed system: 1.) The system should be installed on the 100' contour to stay within the tested area The approximate length of the contour is 128 feet 2.) Sand fill shall consist of 2.5' of material meeting ASTM C-33 specifications. 3.) Four inches of sand should be placed on the system area immediately prior to chisel plowing. 4.) The basal loading rate shall not exceed 0.2 GPD/fl for EFF#1. 5.) The system shall be designed to have a linear loading rate of 4.5 GPD/ft or less. 6.) The system will follow the 100 foot contour and have a concave shape on the upslope side. 7.) Due to the concave shape of the system and the potential to receive surface water from upslope, the topography upslope must be modified to limit surface flow toward the system area. This can be achieved through the creation of a drainage ditch. The final approval of this site must be made by the Wisconsin Department of Commerce and the St. Croix County Zoning Department. This report represents the observations and professional opinion of Mark Iverson, Professional Soil Scientist (#197) and Certified Soil Tester (#46672). ATTACHMENT VI. REFERENCES L) United States. United States Department of Agriculture Soil Conservation Service, in cooperation with Research division of the College of Agriculture and Life Sciences University of Wisconsin. Soil Survey of St. Croix County, Wisconsin. 1978. 2.) State of Wisconsin. Department of Commerce Code, Chaplets 83 and 85. 3.) US Department of Agriculture, Natural Resources Conservation Service. 1996. Field Indicators of Hydric Soils in the United States. G. W Hurt, Whited P.M., and Pringle, R.F. (eds,). USDA, NRCS, Fort Worth, TX. 4.) Schoenberger, P.J., Wysocki, D.A., Benham, E.C., and Broderson, W.D. (editors), 2002. Field book for describing and sampling soils, Version 2.0. Natural Resources Conservation Service, National Soil Survey Center, Lincoln, NE. 5.) United States. Us Geological Survey. Topographical downloaded from http.//terza rver.microsoft.com/ 6.) St. Croix County. St. Croix County Land Information System. http:/,'72.21-230.178/website/r)asystem/gisl)ortal.htm 7.) United States. United States Department of Agriculture - Natural Resources Conservation Service. Hydric Soil List for St. Croix County, Wisconsin. ftp://ftp-fc.w.eeoc.usda.eov/Wl/Soil/hvd/hvd109.htm 8.) United States. Us Army Corps of Engineers. 1987. Corp of Engineers Welland Delineation Manual, Technical Report Y-87-1. USAEWES Environmental Laboratory, Vicksburg, MS. OIX COUNTY NO. 633979 STATE SANITARY PERMIT OWNER PLUMBE TOWN OF SEC ,TL2h7N, AND/OR LOT a — I ft Is PREVI LIC.#2.Z111" SUBDIVISION No. 1.91.63 145.135 (2) WISCONSIN (a) The purpose of the sanitary permit is to allow insdhlat of the private sewage system described in the permit. (b) The approval of the sanitary permit is based on regulations in force on the date of approval. (c) The sanitary permit is valid and maybe renewed for a specified period. (d) Changed regulations will not impair the validity of a sanitary permit. (c) Renewal of the sanitary permit will be based on regulations in force at the time renewal is sought, and that changed regulations may impede renewal. (f) The sanitary permit is transferable. History: 1977 c. 168; 1979 c. 34,221; 1981 c. 314 Note: If you wish to renew the permit, or transfer ownership of the permit, please contact the county authority. ZIP ISSUING OFFICER - DATE MIT EXPIRES IT MLESS RENEWED BEFORE THAT DATE 40 POST IN PLAIN VIEW VISIBLE FROM THE ROAD FRONTING THE LOT DURING CONSTRUCTION SBD-06499 (R11/20)