Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
008-2011-01-001
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)] Permit Holder's Name City Village Township Wyatt Spielman I TOWN OF EAU GALLE CST BM Elev: linsp. BM I IBM Description TANK INFORMATION ELEVATION DATA TYPE MANUFACTURER CAPACITY Septic Dosing Aeration Holding TANK SETBACK INFORMATION TANK TO P/L WELL BLDG Vent to Air Intake ROAD Septic Dosing Aeration Holding PUMP/SIPHON INFORMATION Manufacturer Demand GPM Model Number M Friction Loss System Head TDH Ft Length Dia Dist to Well SOIL ABSORPTION SYSTEM STATION BS HI FS ELEV. Benchmark Alt BM Bldg. Sewer SUHt Inlet SUHt Outlet Dt Inlet Dt Bottom Header/Man. Dist Pipe Bet, System Final Grade St Cover BED/TRENCH DIMENSIONS Width Length No Of Trenches PIT DIMENSIONS No. Of Pits Inside Dia Liquid Depth SETBACK INFORMATION SYSTEM TO P/L JBLDG IWELL LAKE/STREAM LEACHING CHAMBER OR UNIT Manufacturer Type Of System Model Number DISTRIBUTION SYSTEM HeaderlManifold Distribution x Hole Size x Hole Spacing Vent to Air Intake Pipe(s) Length Dia Length Dia Spacing SOIL COVER x Pressure Svstems Only xx Mound Or At -Grade Svstems Only Depth Over Depth Over xx Depth of xx Seeded/Sodded xx Mulched Bedrfrench Center Bed/Trench Ed Edges g To soil p � Yes [ No �_] Yes [] No COMMENTS: (Include code discrepancies, persons present, etc ) Location: 534 CTY RD BB 1.) Alt BM Descnption = 2.) Bldg sewer length = - amount of cover = Plan revision Required? ] Yes i ] No Use other side for additional information Date SBD-6710 (R 3197) Inspection #1: Inspection #2: Ll Insepctors Signature Cent No. 1 a77 l 77 Services D County rD a$ Industry vision 1400 E Washington Ave 9 Sanitary Permit Number (to be filled in by Co.) PO. Box7162 Madison, WI 53y707-7162 Z Z0� �r91pN�� it Application ,'k State Transaction Number �yjl'�' In accordance wdh S , W is Adm. Code, submission of [his form to the er15m� ehtal unit oY z ro 2 z 3 - L is required prior to obtaining a sanitary permit Note. Application forms for state. wneIt POWTS are to the Department of Safety and Professional Services Personal information you provide may be used for secondary Project Address (if different than mailing address) purposes in accordance with the Pnvac y Law, s 15 04 1 m , Slats r f / .() I i� ID L Application Information - Please Print All Information Property Owner's Name Parcel h Property O�w/rneer s Mading Add%dree, {/n _p � Property Locaygn, (o ' / Go/nO.11iot `22l��1 NG '/4, '/., Section 0�1 rcle T V N R /�crG or City, State f, Zl Cod e�J Phone (Number/ II. Type of Building (check all that apply) Lot N E91<I-2 Family Dwelling- NumberofBedrooms O! Subdivision Name Block N ❑Public/Commercial - Describe Use v Odd El City El State Owned- Describe Use ZO� ❑ Villagege of !!�� 9-Tv"of U,,�11 CTry wr--- CSM Number 1II. TvDeof Permit: Check only one box on line A. Complete line B if a limble A. NewSystemZ ❑ Replacement System ❑ Treatment/Holding Tank Replacement Only ❑ Other Modification to Existing System (explain) Ill. ❑ Permit Renewal ❑ Permit Revision ❑ Change of ❑ Permit Transfer to New List Previous Permit Number and Dam Issued Before Expiration Plumber (Tuner IV. Type ofPOWTSSystem/Component/Device: Check all that apply) ❑ Non -Pressurized In -Ground ❑ Pressurized In -Ground ❑ At -Grade ❑ Mound > 24 in. of suitable soil rand <24 in of suitable sod ❑ Holding Tank ❑ Other Dispersal Component (explain) ❑ Pretreatment Device (explain) _ 36 u \ — V. Dis ersaUTreatment Area Information: lvl 1 v Design Flow (gpd) Design Soil Application Dispersal Atea Required sf) Dispersal Area Propo (sf) System Elevation DD Rme(gpdst) ,&*,-- ¢vo 3�� 3vIS t see, loz�o VI. Tank Info Capacity in Z-4t f " n ! I Gallon Total Gallons # of Units Manufacturer 9 A New Tanks Existing Tacks a U H U Septic oAi biding*mile El 1:1 El El Dosing Chamber Q 6 El El El El VH. Responsibility Statement- I, the undersigned, as rellpon ility for installation of the POWTS shown on the attached plans. Plumber' arm, (Print Otno Plum is i e MP PRS Number Business Phone Number Plumber's Address (Street, City, Statue, Z ode) III. Coon /De artment Use Only Approved ❑ Disapproved Permit Fee D( 13 Issuing Agent Signature ❑11 Owner Given Reason-furDema A for Disapproval 3 %1}I I (D t rlf ! IX. Con.'S�$c'Ya.r O_ft R .R�i��1S9s Q diylersal cell must be serviced/maintained AC �rk tt��t q rc tt�o e- wl" 4k&I Ptf-rti'r 4-. as per ina nagemenl Plan provided lay plumber. 2. All roust be maintained at per aopiltabla ftlde/ortllhahkBi. ch to coin lete plans f r the sy rem submi ro the County only, on paper not less than g rQ x t inches in size G No { ri o� 14pl� a�Gwtrrl � �t,��.�xf n."V.s4�+fmk s 5 �cwt rt tolrito tart Ic is adl63 s(Ri4)ef�s�n"„+ lYV4- �lro, *-(D Deaigaa<, R2an 111500DD1 Cuti6eA Sol Teattr s System- D 2263-7 Designer, of Eng — scA1P. 25' S0' V 0 Q 5% 2L special SeBaeck fne I I (see CSM) 1 .•We6 W be located >50A from system coml>enen6 ' Fubae I wptilding I L---J ��'COPY -- -� 'Nl DmpenylinesnW Q Benchmam dare>z"a' d S aB.aag I I u 2 Edge of / R-O I R-O-W 1 I I I I � I / — ——l.______________ r- _ t20' 2" I E I Drrdeway Ll_ sch 40 PVC 'I �I I II Y 4:35.4,. 1 Wieser sch 40 WC 1 IzgoleoD 1 I BMI = 100.00 1 Grade at 1" I PVC pipe I BM2=101.D0 Top nail In fenCi!P st 1, aboae gade Fence line - A —� P/l INTERSTATE I-94 6tlWb�a we/w mrow-m Nm �.' � wM^� �1 �V♦NanY 6 avtt TW —MIa _.._—_ - Esek- 120019pa 9A , 2a .Pinny 1Ndl as Pdmaf Agala Pump Tenk: ®11 i1D1 Axe maaa=5Pp'^ EW Wa°M13 mvoTA xEad• Alrxa'a�ss'wnss-Y ay lLW sae rRA .Resklaµ*PF'mn�cymmnxum^edee ' Ewrawmn.w+mae.e STA: Ilfilxlyg-ylaal-ns r 726tbeama..m �dm sel n'1siN c15 udl Wypnp: audirop-ad.a`^ad'� 'Wne�e da'ftwn wrelad' d6 �� pmyy�gvpm anmdmh I{Iydu,de�nPl'-eeoasl 5FE R1. NIE�P'AERIEOELEBIaIU>1JNP£VCB: I rn+-a=mnnu S psmc,m hunon: IYFdn �dpadi2l'W VEa Ilyei..mC'.tlwil •1611P Vade I (,1 �'Wa[psw-ak Mstsata�ae ieeaeslawde:a-' IA•aeaa InW� lspamm dngrmmumm -0miwa msa ka+dl.'9s w l61T I I` 6s5'ON MAP (nm - spa) 54TH AVE r1 PREPARIED FOR' — yaym 5pelman (BUY-�)� Ste Address' WDadWk4Y1 SW28 - S.B6 Pcres plo: aoo-2g51-01-DD1 tryaL lyt 1 Wood View Ridge NE BE 504 T26N R16W Town of Eau Gall- -Date:.12D121 1 September 2, 2021 CONDITIONAL APPROVAL PLAN APPROVAL EXPIRES. 2023-09-02 Plan Review: PWTS-092102213-C RYAN GARY BECHEL 779 Spring Creek RD S Red Wing MN 55066 SITE: Wyatt Spielman 534 County Road BB Town of Eau Galle St. Croix County NE, SE, S4, T28N, R16W Total Amount: $250 00 DIVISION OF INDUSTRY SERVICES 2850 MIDWEST DR STE 104 ONALASKA WI 54650 Contact Through Relay MID I/dsps.wi gov/programs/Default aspz www wlsconsln gov Cond�M1onelly APPROVED DEPT OF SAFETY AND PROFESSIONAL SERVICES DIVISION OF INDUSTRY SERVICES 6XAOWS-� SEE CORRESPONDENCE Tony Evers - Governor Dawn Crim - Secretary FOR: Description: Four Bedroom Mound System \ Sloping site Mound Component Manual — Ver 2.0, SBD-10691-P (N.01/01, R 10/12), Pressure Distribution Component Manual — Ver. 2.0, SBD-10706-P (N 01/01, R 10/12). 600 GPD, 6° depth to limiting factor, Maintenance required, Effluent filter, New construction 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 • A sanitary permit must be obtained from the county where this protect is located in accordance with the requirements of Sec. 145.19, Wis. Stats. • Prior to construction of the dispersal area, check the moisture content of the soil to a depth of 8 inches 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. • 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. Stalls. • 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. 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. SPS 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 compcnent(s) utilized in the POWTS 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, 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, �y��/J G� Gerard M Swim POWI-S Plan Reviewer, Division of Industry Services (608)789-7892 — voice 1(608)785-9330 — fax `rry swir,;a, ,4ADVANCED Property Owner Wyatt Spielman Site Address: 534 CTY RD BB, Woodville, WI 54028 Page: 2 Page: 3 Page: 4 Page: 5 Page: 6 Page: 7 Page: 8 Page: 9 Page: 10 Page: 11 Page: 12 Page: 13 Page: 14 Page: 15-48 Page: Page: Component Manuals Commonauy APPROVED DEPT OF SAFETY AND PROFESSIONAL SERVICES DIVISION OF INDUSTRY SERVICES SEE CORRESPONDENCE Designer Signature: INDEX Site Plan Management Plan Management Plan System Design Summary Mound Design Worksheet Mound Design Worksheet Mound Design Worksheet Pressure Distribution Design Pressure Distribution Design ��\ RYAN G. BECHEL Pump Design -_ D-2263-7 Dose Tank = RED WING MN Tank Specifications ''�, NF-``L.•```• Mound Material Estimates '''Inrrn„II00 Soil Interpretive Determination Report SBD-10691-P Mound (N.01 /01; R.10/12) SBD-10706-P Pressure Distribution (N.01/01; R.10/12) i Date: 8/20/2021 }\STEM SIITF.S o, roe Bendlma 4.v tan4 .¢mceana^'Jk h •NI n•^KT'IO011 bom ti son Bonn9 .H ea'iS/�� dy+a= nCED �5 ,eow U0 ADVAN m I �MNAHV DeM9^ar' fkv � 6 a 65a-,115D0001 Cwtled ` ayinq Sy+taYna 0 22BY I Fnq'^ located >soft Ed'd=o1 I Drngner o ..y.)eq to be a ml, from SYstem COrnWI TN4. �0LO � I ,));iP. enuaivam. 25 T ya. r•:a�Y Fln'n-rsawtci aAe�rtAi D' OOO r — — — I 'I I Re:d,dreW^'Y YVOe mnnaYv"^1 1 I Exn nrm a+•^ 11 I wrore ,°,�tlE`a. I F yye Rmi"" ia'N `� e ___ Y+t IYc Li'c'1YIAAI LN?-YY1 mIli _�.___- _ � N DnvCWdY .X DixtnLunon: Ml�, 151-PatleM5E1"narc. 1 s202' '� ,--� �„h• .tlPdvvee on' -I]]'m 1 scN 40 WC _ q n I .aedvwadrmlm I � _ _ .I(ic11J:Ebeah lM i'r^o.•suA O� 5% l < .I g1YPPPKr' .Puaal93`-vP+a �I'�ar+wm��aOd`Saa lm uuaeem l z RI^I Pwras=ua I lnal w Yy.) I LOfAT1� MM l I�- e3h 40 I 54TH AVE '.. 2' sch 4U PVC l `-1200)800 n r it "'Cal yerDaCk One i BMl v 100.00 I see C5M) l I I Grade at 1" m WC VDB 101.00 I ll I I-94 i�_� m BM2 = •� j w Ton nail in te°ceWBt ' S 1'aWve grade I --v—x i - I l l l PHF eAB61)N'l1R' Fence line C erYi'�57dTan'. _ 53a rt'' W h mAp;p < Y • < Y Y Y Y x_�L �Y—_y-�---r—� � �l �WoaNl 5.26 Pcrez GID- JJ&tO11Cl'001 —"" -- ,.ga1 Lott 'Mood T28N R116W l ow Tn of Eau Ga,e Date B'2c'u E I-94 INTERSTAT r_s' m PYN•• na..w Management Plan This management plan identifies operation and maintenance activities necessary to ensure long-term performance of your septa system Tasks that should be performed by the homeowner are identirred Professional management tasks must be performed by a licensed septic maintainer or service provider, however, it is the homeowner's responsibility to ensure all tasks get accomplished in a timely 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 Reg Frequency. Check every 36 months Design Parameters I System Specifications Number of Bedrooms Design Flow (gpd) 4 600 Septic Tank Manufacturer Wieser Septic Tank Capacity Effluent Filter Manufacturer & Model 1200 Polylok-525 Soil Loading Rate (gpd/ftz) 0.2 Standard Effluent Quality Effluent 1 Biological Oxygen Demand (BOD) 220 mg/1 Pump Tank Manufacturer W_i_eser Total Suspended Solids (TSS) _ 150 mg/1 Pump Tank Capacity Fats, Oils Greases (FOG) 30 mg/1 Pump Manufacturer & Model per Installer _ Treated Effluent Quality Biological Oxygen Demand (BOO) - mg/l Dispersal Cell Type Mound Total Suspended Solids (TSS) - mg/1 Fats Oils Greases (FOG) - mg/I Pretreatment Unit Description NA Max Effluent Particle Size in 118 Homeowner Manaaement Tasks Repair leaks promptly Regularly check for wet or spongy soil around your sod treatment area Contact service provider if issues arse. 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 Filter - check for lint buildup and clean when necessary If you do not have one, add one after washing machine. Effluent Fetter - Inspect and Clean hvice per year at a minimum Caps - Make sure that all caps and lids are intact and in place Inspect for damaged caps often Fix or replace Professional Management Tasks per recommendations 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 (if applicable) Check drainfield effluent levels (if applicable) Verify pump and alarm system functions (if 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 Verity inspection pipes are capped and intact Provide homeowner with list of management results and any action to be taken. system replacement area: Protect secondary syste etc. Page 3 and dlSoersal cells shall be made by an aooroorlateiv licensed individual or 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 manufacturer's recommendations. START-UP f-or 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 falls 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. WARNING!! 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: Wyatt Spielman Parcel ID: 008 2011-01-001 Site Address; 534 CTy RD BB. Woodville, WI 54028 DESIGN FLOW, WASTE STRENGTH, TANKS A, Type of Wastewater: Ri e(dentiat Treatment Level Effluent 1 Residential Design Flow = # of Bedrooms 4 X 100 GPD X 150 a = 600 GPD Commercial Design Flow (data/calculations attached): ❑ —real GPD ❑ Esemated GPD Design Flow: 600 GPD Comments SEE SOIL INTERPRETIVE DETERMINATION REPORT B. Septic Tank(s): Minimum Capacity = Design Flow X 2 088 Wastewater received by Gravity Code Minimum Septic Tank Capacity: 1253 Gallons,, 1 Tanks/ Compartment(s) Designer Recommended Tank Model(s): Wieser WLP1200/900-MR Effluent Filter & Alarm: [0 Fire' [✓] 9IU maim Effluent Fitter Model: Poly(ok-525 C, Pump Tank Code Minimum Capacity: 645 Gallons Pump Tank 2(Code Minimum) NA Gallons Designer Recommended Min.Capacity: 750 Gallons Pump Tank 2 iDesigner Reg)' NA Gallons Pump 50.0 GPM Total Head 14.2 it Pump 2 NA GPM Total Head NA it Holding Tank Only: ❑ Minimum Capacity: Residential = 2000 gallons, or 5x estimated daily wastewater flow; whichever is greater Minimum Code Required Capacity: Gallons, in Tanks Holding Tank High Level Alarm Type: Designer Recommended Capacity Gallons, in Tanks DISTRIBUTION AREA Soil Treatment Area Type. Mound Distribution Type Pressure Distribution -Level Benchmark 1 Elevation: 100.00 it Benchmark Location: SEE SITE PLAN Component Manual 1: SBD-10691 P Mound (N.01 /01; R.10/121 Distribution Media' Q DraloRed Rock ❑ Approved Product Component Manual 2. SBD-10706-P Pressure DlstrTaUDn(N 01/01, R 10/12) 1/2"-1112"Aggregate SITE EVALUATION DATA Depth to Limiting Layer. 6 , 0.5 it Soil Texture: Silt Loam Contour Elevation 100.00 SHLR: 0.20 GPD/ft' Elevation of Limiting Layer 99.50 Pere Rate: - MPI Minimum Required Separation. 36 in 3.0 it Soils with 60% Rock Fragments Present? ❑yes QNo If yes. describe L rock and laver thickness, depth of sell treatment needed per Maximum Depth of System Mound in SPS 383.44 3 and an/ additional ,formation for addressing the rock fragments Measured Land Slope 5.0 q n this design SOIL ORGANIC LOADING RATE 1, Organic budding to STA/Pretreatment Unit = Design Flaw x Estimated BOD in niL in the effluent X 8 34 a 1,000,000 600 goal X 220 mg/L X 8.34 = 1.000,000 = 1.10 Ls BOD/day a. Pretreatment Unit Information if apphcable): Not Applicable b. Organic Loading After Pretreatment id applicable) = Design Flow X BOD in mg/L m the pretreated effluent X 8 34 = 1,000,000 god X mg/L X 8.34 = 1,000,000 = Ibs BOD/day 2. Organic Loading Rate to Soil Treatment Area (Ibs/doylft 1 s Soil Treatment Bottom Area ft' - Itafdaylft° sWi bctlln�gate PwM.d my aoWre/4 1.10 tbs BOD/day - 3015.0 W 0.00037 lbs/day/ft2 Comments ^z nury Page 5 Mound Design Worksheet SYSTEM SIZING: ParceLID: 008-2011-01-001 Design Flow: 600 GPD _ Soil Loading Rate: 0.20 GPD/ft2 Depth to Limiting Condition: 0.5 f[ r-= - �_ Percent Land Slope: 5 Design Media Loading Rate: 1.0 GPD/ft2., m, fro DISPERSAL MEDIA SIZING Dispersal Bed Area (A x B) = Design Flow a Design Media Loading Rate 600 GPD , 1.0 GPD/ft2 = 600 ft2 If a larger dispersal media area is desired, enter size: 603 ft2 A. Select Dispersal Bed Width (A): 4.5 ft Cant exceed 10 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 t B. Minimum Dispersal Bed Length (B) = Dispersal Bed Area , Bed Width 603 ft2 = 4.5 ft = 134.0 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 N. vi. Total Number of Components = Components Per Row X Number of Rows x - _ - Components Page 6 MOUND SIZING D. Fitt 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): 1n E. Fill Depth Below Downslope Edge (E) _ [Bed Width X Land Slope : 100] + "Y 4.5 ft X 5.0 % + 100 + 30.00 in = 32.7 in F. Distribution Cell Depth (F) = 8" + Nominal pipe size of distribution lateral (12" for approved products) 8.00 in + 1.25 in = 9.25 in (Nominal Pipe Size adjusted on Laterals sheet) G. Cover Material Depth at Cell Edges (G): 6.00 in (>-6" Min.) H. Cover Material Depth at Cell Center (H): 12.00 in (2 12' Min.) I. Downslope Width (1) _ (E + F + G) x (horizontal gradient) x Downslope Correction Factor 4.00 ft x 3.00 x 1.18 = 14.10 ft Or 18 ft J. Upstope Width (J) _ (D + F + G) x (horizontal gradient) x Upstope Correction Factor 3.77 ft x 3.00 ft x 0.87 ft = 9.84 ft Downslope Correction Factor: 1.18 Upstope Correction Factor: 0.87 Endslope Horizontal Gradient: 3.00 (usuo(ly3.0 or4.0� K. Endslope Width (K) _ [(D + E) + 2] + F + H x Endstope Horizontal Gradient 62.70 in = 2 + 9.25 in + 12.00 in = 12 x 3.0 ft = 13.2 ft L. Mound Length (L) = Endslope Berm Width + Bed Length + Endslope Berm Width 13.2 ft + 134.0 ft + 13.2 ft = 160.3 ft W. Mound Width (W) = Downslope Berm Width + Bed Width + Upslope Berm Width 18.0 ft + 4.5 ft + 9.8 ft = 32.3 ft Verification of Minimum Required Basal Area ......................................................................................................................................................................... ........................ " Sloping Sites = B x ( A + I ) MINIMUM = 3000 ft2 (Min. = GPo -Loading Rate) 134.0 ft X 1 4.5 ft + 18.0 ft ) = 3015 ft2 ............... " Level Sites = B x W MINIMUM = ft2 (Min. =GPo - Loading Rate) ft x - ft = ft2 ................................................................................................................................................ Page 7 MOUND DIMENSIONS Obs. pipes J A 4.5 ft L F 9.3 in 1 9.8 ft B 134.0 ft G 6.0 in K 13.2 ft D 30.0 in H 12.0 in L 160.3 ft E 32.7 in 1 18.0 ft W 32.3 ft Obs. Pipes 11/1Oth of B) 13.4 ft Absorption Width (A+I) 22.5 ft DISTRIBUTION AREA CROSS-SECTION 104.27 Geotextile Fabric - 103.10 Topsoil - ,� . . &Seed tir'4uL .',T. i 102.50 ✓�" i" 2 "Aggregate JYP) E ` _ -, x -_z .. ASTM C33 SANG - --'---a- Plow 6 - 8 " deep (min ) 100.00 5% prior to placing sand OBSERVATION PIPE DETAIL Screw -type or slip -top ci 4" SCH 40 PVC pipe Top of pipe to terminate a or above finished grade 4' - " x 6" slots spaced 90" apart Anchoring Device (Toilet flange) Finished Grade (mulched & seeded) Topsoil cover (1' minimum) filtrative surface Page 8 Pressure Distribution Design Parcel ID: 008-201 1-01 001 Bed Width: 5 ft Manifold Connection: Center Preferred Orifice Spacing: 3.5 Minimum Number of Laterals in system/zone =[[(Media Bed Width - 4) 31 + 1] X # of zones (Round up) (1 5 - 4 (: 3] + 1 = 2 2 zones) = 4 laterals Designer Selected At of Laterals (optional): Min. Lateral Spacing: 2.3 ft Min. Manifold Length: 2.3 it Selected Orifice Diameter Size: 3/16 laterals 'Cant be less than 2 (except in at -grades) Designer Lateral Spacing (optional): ft Designer Manifold Diameter (see table 5): 1 1/4 in in fOnfices must be 2 6 & e T from cell edge) Lateral Length = (Media Bed Length - 4 Feet) : # of zones 134 - 4ft 2 = 65.0 ft Orifices Per Lateral = Lateral Length +Preferred Orifice Spacing +1 (0.5 for center feed manifolds) 65.0 ft - 3.5 ft 0.5 ft = 19 Orifices Orifice Spacing = Lateral Length - # Orifices Per Lateral -1 (0 5 for center feed manifolds) 65.0 it 18.5 Spaces = 3.5 ft (2Max Orifice Spacing for At Grades) Total Number of Orifices = Number of Orifices per Lateral x Number of Laterals 19 Orifices Per Lateral X 4 Laterals = 76 Total Orifices Recommended Orifice Density is 4-11 ft2 per orifice; can't exceed 12 ft2 Orifice Density = Bed Area a Total Number of Orifices (Does not apply to At Grades) 603 ft2 76 Orifices = 7.9 ft2/Orifice Lateral Diameter (See Table 6): 1 1/4 in Minimum Average Head: 2.5 it Orifice Discharge Rate: 0.66 GPM per Orifice (eased on Table 4) zs NP NP offs 1 11 3 35 4 NP NP NP NP 05a 0511 072 - -O78 - 083 in 138 147 45 NP n61 089 156 5 55 Du 043 0. - - aas _ 093 T9r _ 165 1.73 6 045 071 102 Ito 65 047 _ _073 _ nI 1ra 1As 7 n 49 1 1. 1 95 75 050 a79 --081 OE<---- 114 -�-117 202 8 052 206 8.5 054 121 215 9 055 0% 124 221 95 067 099 128 227 10 058 _ _ 091 121 233 rvu1. inrp�m[�YM=11111 Uiliu Vi.urtLLr ��i uwN�xlYrzfan inlv[I .1 Nr llryl. lw r1111+na Page 9 Pressure Distribution Design Lateral Discharge Rate IGPMI = Orifices per Lateral x Orifice Discharge Rate Check Table 5 to make sure maximum header Length is not exceeded 19 Orifices Per Lateral x 0.66 GPM per Orifice = 12.5 GPM per Lateral System Flow Rate - Total Number of Orifices X Orifice Discharge Rate 76 Orifices X 0.66 GPM per Orifice= 50 GPM Distribution Piping Liquid Volume Per Foot iTable 7r 0.064 Galtons/ft Volume of Distribution Piping = [a of Laterals X Lateral Length X Liquid Volume Per Foot of Piping] 4 X 65 0 ft X 0.064 gat/ft = 16.6 Gallons Minimum Delivered Volume = Volume of Distribution Piping X 5 16.6 gals X 5 = 83.2 Gallons PRESSURE DISTRIBUTION LATERAL LAYOUT P ft X 3.5 ft 5 2.25 ft P/2 65.0 it X/2 1.76 ft y 3/16 in Manifold Length 2.25 ft Manifold Diameter 1 1 /4 in Lateral Diameter 1 1 /4 in Cieamul Detall Ia 1 � �2� / i Y Page 10 Pump Selection PUMP CAPACITY (GPM) Parcet ID: 008-2011-01-001 Distribution Method: Pressure If pumping to gravity enter the gallon per minute of the pump: GPM 00 45 gpm) Minimum system flow rate: 50.0 GPM Dosing method: Demand Dosing Sell Treatment TOTAL DYNAMIC HEAD (TDH) Elevation Difference: 10 ft 8 pvM o16Mraz¢ ibetween pump arc highest msnaarye point i Distribution Head Loss: 3.25 ft s,gPn rt Additional Head Lossi f[ lace to spinal equti>tnent. em i Forcemam Diameter: Z.0 in Forcemam Length: 20 ft Forcemain Friction Loss = Friction Loss in Plastic Pipe per FT of Forcemain (from Table 6:) X Forcemam Length Forcemain Friction Loss = 1.00 it Add Equivalent Pope Length from pump discharge to soil dispersal area discharge to account for fitting loss if needed. IEstlmate by adding 25`0 to supply pipe length for fitting loss if desired. Forcemain Length X 1 25 = Equivalent Pipe Length). Use 1 0 for standard systems. 1.00 ft X 1 1.00 ft Elevation Difference - Distribution Head Loss + Additional Head Loss + Forcemain Friction Loss = Total Dynamic Head (TDH) 10.00 ft 3.25 it ft - 1.00 ft = 14.2 ft TDH PUMP SELECTION A pump must be selected to tell r a mi um 0.0 GPM at a minimum 1 4. 2 TDH Pump Model Option 1: Zoeller 153 Performance Cu m- PUMP PERFORMANCE CURVE MODEL 151/152JI53 so ]0 s 151 I —I I— to 20 30 4b M W 10 80 W 10 r LlON6 . 40 &] 130 180 ]OC 14 1EC 3:Y ]5] FLOW PER MINUTE .1-. Pump Model Option 2: Zoeller 161 Performance Curve PUMP PERFORMANCE CURVE MODELS 161,4161 - 163'4163- 165'4165 (9 � i i 1 to+<16t I t 5a12it4�_ [.pw c4n NIaY.:'E Page 11 Demand Dose Pump Tank TANK CAPACITY AND DIMENSIONS Parcel ID: 008-2011-01 -001 Design Flow 600 GPD Code Minimum Pump Tank Capacity 645 Gal Designers Minimum Capacity: 750 Gal Tank Manufacturer: Wieser Tank Model WLP1200/800 MR Capacity from manufacturer 800 Gallons Importanti Dose design calculations are based on this specific tank Substituting a different tank model may after the damp flaat settings Contact designer if changes are necessary Gallons per inch from manufacturer. 22.2 Gallons Per Inch Liquid depth of tank from manufacturer: 36.0 inches DETERMINE DOSE VOLUME Calculate Volume to Cover Pump IThe inlet of the pump must be at least 4-inches from the bottom of the pump tank Et 2 inches of water covering the pump is recommendecil Pump and block height + 2 inches X Tank Gallons Per inch '+ddmg 2,mne. mp a,Pveree iv nLue,t d.nrs nn 1 8 in + 2 inches) X 22.2 Gallons Per Inch = 222 Gallons Minimum Delivered Volume = 5 X Volume of Distribution Piping From Pressure Distribution Worksheets = 83 Gallons Imlmmum dose) Maximum Pumpout Volume = Design Flaw x 20% (100 GPD x 20% 120 Gallons (maximum dose) Select a pumpout volume that meets both Minimum and Maximum 108 Gallons Doses Per Day= Design Flow' Delivered Volume 600 gpd - 108 gal = 5 Doses Per Day Drainback Diameter of Forcemam = 2 inches Length of Forcemai = 20 feet Volume of Liquid Per Lineal Foot of Pipe = 0.163 Gallons/ft Dramback = Forcemam Length X Volume of Liquid Per Lineal Foot of Pipe 20 ft X 0 163 gal/ft = 3 3 Gallons Total Dosing Volume = Delivered Volume + Drainback 108 gat + 3.3 gal = ill Gallons Minimum Alarm Volume = Depth of alarm 12 or 3 inches) X gallons per inch of tank rch alarm der.', n, ner ced Is pe,,t 3 in X 222 gal/in = 667 Gallons �'drlcnae;�e .g anrecessary >amp c,d,nr FLOAT SETTINGS Float Separation Distance for Dose. -" Total Dosing Volume - Gallons Per Inch Ill gat - 22.2 gat/in = 50 Inches Float Distance Settings (measured from bottom of tank): r, I• Distance to set Pump Off Float =Pump .block height * 2 inches 8 in 2 In = 10 0 I, Inches gaserve Cap 1g.0 in I, A 400.3 Distance to set Pump On Float = Distance to Set Pump -Off Float - Dose Separation Distance Alarm Distance 3.00 in 0 E.7 10 In 5.0 in = 15,0 Inches Pump On Distance 5.0 . j. 111.3 Distance to set Alarm Float = Distance to set Pump -On Float + Aiarm Depth Pump Off Distance 10.0 in D :`,; 222.4 15 in 3 0 in = 18.0 Inches Pump Off Elev. 916 ft j 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 forcemam will hove a "J-Hook" assembly, drill a weep hole in the "hook" Building 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.) Waterught control box wan se Parole or am .lam, aunts 101.50 _Clean Out O act - ---- _ =.a Sleeve twcemain m 4" SCH 99.50 96.25 It 40 PVC P'pe across tank ` excavation to Prevent P., ewer Effluent Filter\ ,, senlmE V-1 5" PVC Float Tree rs .. 93.58 ram_ (Pump OR) • Weep Hole 92.50 L: .. . . 4• Pump Bloch WLP1200/800-MR TANK SPECIFICATIONS 164' DIMENSIONS - — WALL. 3' I BOTTOM: 3" COVER. 6' — — — —_----- i --�--•--- MANHOLE 24' ID PRECAST CONCRETE RISER HEIGHT. 16 0. LENGTH' i64' O.D lul 'I WIDTH: 96' C.O. II 4' CAST -A-SEAL it IIII 4' CASs -A -SEAL BELOW INLET 41' O.D U(AUD LEVEL. 36' �- I it WEIGHT BOTTOM 12,00D LBS. / -- I I COVER 6.170 LBS. I Ol INLET AND OUTLET' 4" CAST -A -SEAL BOOT OR EWAL TYP / I GASKET, CAST -A -SEAL BOOT OR EQUAL t FILTER OR IIII II INLET AND UnETSIN.SFEFFLEDETAND ), BAFFLE IIII IIII it SCO t OFILTER: (OTHER STATES SEE CHART) UGL* CAPACITY; 33.46 GALAN (SEPTIC) $2 24 CAL/IN (PUMP) TOP VIEW LOADING DESIGN. 8' 0' UNSATURATED SOIL q�S (__y�a]ieily ,yF TANKS ARE MANUFACTURED TO MEET 00 EXCEED ASTM 4' VENT TANK CAN BE USED AS. SEPTIC/SEPTIC, SEPTIC/PUMP OR SEPTIC/SIPHON COVER. MIX DESCH /8 (NO FIBER) TANK: MIX DESIGN #9 (SMALL FIBER) CUSTOMIZED TANKS. FOR CUSTOM TANKS CONTACT WIESER CONCRETE FOR APPROVAL APPROVE) eY: APPg(WPI DATE PROOUCIS NLe DUD 6v; r'Y Mound Materials Estimate Parcet lD: 008 2011-01-001 A. Rock Volume: (Rock Below Pipe - Rock to cover pipe (pir din . i inch)) X Bed Length X Bed Width = Volume (ft') ( 6 m t 5 in) - 12 X 134.0 ft X 4.5 ft = 552.8 it, Divide fc' by 27 ft'i yd' to calculate cubic yards: 552.8 (t' ; 27 = 20.5 yd= Add 30% for cons trustability: 20.5 yd' X 1.3 = 26.6 yd' For systems using Approved Products: Volume = Product Height X Bed Length x Bed Width Approved Product. # of Components needed: (See Mound Design page for detailed surtvnory of - components needed) B. Sand Volume: Volume Under Rock bed: Average Sand Depth x Bed Width x Bed Length = cubic feet 5.2 ft X 4.5 ft X 134.0 ft = 3150.7 ft' Upslope Volume Upslope Sand Height x Upslope width x Bed Length) - 2 = cubic act 1( 3.4 ft X 9.8 X 134.0 )-2= 2251.8 it' Downslope Volume. (Downstate Sand Height x Downstape Absorption Width x Bed Length) - 2 = cubic feet (1 3.6 ft X 14.1 ft X 134.0 )-2= 3441.0 ft' Endslope Volume: Downslope Sand Height x 3 x Bed Width = cubic feet ( 3.6 ft X 3.0 ft X 45 it = 49.2 it, Total Clean Sand Volume: Upslope Volume - Downslope Volume + Endslope Volume + Volume Under Bed 2251.8 ft3 . 3441.0 its . 49.2 it, 3150.7 W_ 8892.7 it, Divide ft' by 27 ft'ryd' to calculate cubic yards: 8892.7 ft, 27 = 329.4 yd' Add 30% for cons fruit tability: 329 4 yd' X 1.3 = 428.2 yd' c. Topsoil Volume: Distribution Box Cover Volume topprox): Distribution Box Length X Width X Average Topsoil Height (18") 4.5 ft x 134.0 it X 1.5 ft = 904.5 ft' Downslope Berm Cover Volume. Downslope Berm Length X Width X Depth (12'} 18.0 ft X 134.0 it X 1.0 it = 2412,0 it, Upslope Berm Cover Volume Upslope Berm Length X Width X Depth (12'1 9.8 it X 134.0 ft X 1.0 ft = 1318.2 ft' Endslope Berm Cover Voiume: Endslope Berm [Length X Width X Depth (12")] X 2 (2 Berms) 13,2 It X 32.3 ft X 1.0 ft X 2 = 850.5 Divide ft' by 27 W/O' to calculate cubic yards: 5485.1 ft' , 27 = 203.2 yd' Add 30% for cons tructability: 203.2 yd' x 1.3 = 264.1 yd' "For rough estimation purposes only. Final material estimates should be calculated by the plumberlinstauer"" Page 14 DIVISION OF INDUSTRY SERVICES 10541 N RANCH RD ` D t HAYWARO WI 54843-6462 Contact Through Relay http lfdsps wi gov1lxograms[srxIWry-seances `_ — www Wisconsin gov Tony Evan -Governor Dawn CHm - S•cratary December 10, 2020 CONDITIONAL APPROVAL SOILS SATURATION DETERMINATION Plan Review Number: PWTS-122000133-SSD RYAN BECHEL 779 Spring Creek Road S Red Wing MN 55066 SITE: Wyatt Spielman 534 County Road BB St. Croix County Town of Eau Galle NE - SE'/<- S4—T28N — R16W CONDITIONALLY APPROVED DEPT OF SAFETY AND PROFESSIONAL SERVICES DMSION OF INDUSTRY SERVICES SEE CORRESPONDENCE 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 December 9, 2020. • 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 6 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 Page 15 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, Cec;?11 /?U&U2 CeCe (Elizabeth) Rudnlcki Wastewater Specialist/POWTS Plan Reviewer, Division of Industry Services (608)400-3186 h ab,th rudni_>iscc9r.in,,- Page 16 Property Owner: Wyatt Spielman (Buyer) Date: 12/01/20 Site Address: 534 CTY RD BB, Woodville, WI 64028 SOIL INTERPRETIVE DETERMINATION REPORT Page: 1 Page: 2 Page: 3 Page: 4 Page: 5 Page: 6 Page: 7 Page: 8 Page: 9 Page: 10-11 Page: 12-13 Page: 14-30 Page: Page: Designer Signature: Soil Test Soil Test Site Plan CONDITIONALLY APPROVED DEPT OF SAFETY AND PROFESSIONAL SERVICES DIVISION OF INDUSTRY SERVICES te64 a, SEE COKRESPONDENCE Interpretive Determination Report Interpretive Determination Report Interpretive Determination Report Interpretive Determination Report Attachment 1 Attachment 2 Attachment 3 Attachment 4 Date: co RYAN G. BECHEL D-2263-7 RED WING = MN �FS 1 G NF-��``���`\ 12/1/2020 Page 17 1 P W Department of s,,,�Q rofessional Services I Div `1. of Industry Services W 1 2020 SOIL EVALUATION REPORT In accordance with SPS 385 Wis Adm Code Attach complete site plan gnpAp�Nnot I ss han 8 1/2 x 11 inches in size Plan must include, but not limited to vertical �fij rence point (BM), direction and percent slope, scale or dime-rlsron§ and Iocahon and distance to nearest road ~' Please print all information. ersonal information you provide may be used for secondary purposes Pnvac Law, s 15 04 1 m Page 1 of 2 County ST Croix Parcel I D 008-2011-01-001 Reviewed by Date Property Owner Property Location Wyatt Spielman (Buyer) Govt Lot NE % SE % S 04 T 28 N R 16 W Property Owners Mailing Address Lot # Block # Subd Name or CSM# 534 CTY RD BB 01 Wood View Ridge County Plat City Slate Zip Code Phone Number ❑ City ❑ Village X Town Nearest Road Woodville IWI 154028 1 1 Eau Galle CTY RD BB ❑� New Construction Use ❑01 Residential/ Number of bedrooms 4 Code derived design flow rate 600 GPD ❑ Replacement ❑ Public or commercial — Describe. Parent material Loamy drift and/or loess over loamy till (Santiago sit) Floodplam elevation if applicable NA ft General comments and recommendations Recommend minimum 30" sand -ill POWTS mcund on too 00 contour with o 2gpdM2 loading rate LF=0' (A+0'1lRedoximo,phic'eaNres) SEE SOIL INTERPRETIVE DETERMINATION REPORT 1❑ Boring # ❑ Boring 0 Pit Ground surface elev 97 70 ft. Depth to limiting factor 0 in Snil Aoohration Rate Horizon Depth In Dominant Color Munsell Redox Description Qu Az Cont Color Texture Structure Gr Sz Sh. Consistence Boundary Roots GPD/Ft' 'Eff#1 'Eff#2 1 0-10 10YR 3/2 1 - sit 3f-mgr mfr cs 2m-vf 0.6 0.8 2 10-17 1 OYR 3/4 m1d 7 5YR 5/8 a 1oYR 6r2 sit 2f-mabk mfr gs 1 m-vf 0.6 0.8 3 17-27 1 OYR 4/4 of 7 5YR 416 a 10YR 5/1 scl 2cabk thrift gs - 0.4 0.6 4 27+ 7.5YR 4/4 c3p 7 SYR 4/6 8 10YR 511 scl 1 cabk mvfi - - 0.2 0.3 (A+0") 21 Boring # ❑ Boring ❑E PR Ground surface elev 100.40 ft Depth to limiting factor 0 in Soil Annhcatinn Rate Horizon Depth In Dominant Color Munsell Redox Description Qu Az Cont Color Texture Structure Gr Sz Sh Consistence Boundary Roots GPD/Ft' •Efi#1 'Eff#2 1 0-12 10YR 3/2 - sit 2mgr mfr cs 3f-vf 0.6 0.8 2 12-16 10YR 4/4 m1d 75YR 5/8a 10YR6/2 sit 2msbk mfr gs 1vf 0.6 0.8 3 16-28 7.5YR 4/4 m2d 76YR 5/8 s 10YR 5/1 sl-scl lcsbk mfr-mfi gs - 0.2 0.3 4 28+ 7.5YR 4/6 cap 7.5YR 4,16 a 7.5YR 511 scl 1 csbk mfi - - 02 0.3 (A+0") -tmuent Bl=tlVu,>suszzum /Lana 1Jb IJUI ltold m /L-Emuent NL=6uU you I GLU ni iL Ciiu 100�aV= ioV ni rl CST Name (Please Print) Signature CST Number Ryan Becher— SP-111500001 Address Date Evaluation Conducted Telephone Number 779 Spring Creek RD S, Red Wing, MN 55066 j 11/21/20 (651) 327-0074 SBD-8330 (R04/1` ❑ BoringBoring # Q Pit ------ GoomadwrAvIvAiiiiiAlev 98 65 ft r Depth to limiting factor 0 .. in Soil Aooll ication Rate Horizon Depth Ir Dominant Color Munsell Redox Description Qu Az Cont Color Texture Structure Gr Sz Sh Consistence Boundary Roots GPD/W 'Eff#1 'Eff#2 1 0-10 10YR 3/2 - all 2mgr mfr cs 2m-vf 0.6 0.8 2 10-14 10YR 3/4 mid 7 5YR 5r8& 10YR 6/2 sit 2f-mabk mfr gs 1 m-vf 0.6 0.8 3 14-28 7 5YR 4/4 m2p 7 5YR 4,6 a 10YR 5r2 scl 1 c-msbk mfr-mfi gs - 02 0.3 4 28+ 7.5YR 4/6 c3p 5YR 4/6 & 7 5YR 5/2 scl-sc 1 cabk-Om mvfi - - 00 0.0 (A+0") a Boring # ❑ Boring ❑ Pit Ground surface elev ft Depth to limiting factor_ in Soil Application Rate Honzon Depth In Dominant Color Munsell Redox Description Qu Az Cont Color Texture Structure Gr Sz Sh Consistence Boundary Roots GPD/FTz 'Eff#1 'Eff#2 171 Boring # ❑ Boring ❑ Pit Ground surface elev. ft Depth to limiting factor in Soil Application Rate Horizon Depth In Dominant Color Redox Description Munsell Qu Az Cont Color Texture Structure Gr. Sz Sh. Consistence Boundary Roots GPDIW 'Eff#1 'Eff#2 ' Effluent #1 = BOD, > 30 5 220 mg/L and TSS > 30 5 150 mg/L ' Effluent #2 = BOD, > 30 < 220 mg/L and TSS > 30 5 150 mg/L 31 Boring # ❑ Boring ❑� Pit Ground surface elev 98.65 ft Depth to limiting factor 0 In Soil ADDlicatlon Rate Horizon Depth In Dominant Color Redox Description Munsell Qu Az Cont Color 10YR 3/2 - Texture SO Structure Gr Sz Sh Consistence Boundary Roots GPD/Ft' 'Eff#1 'Eff#2 1 0-10 2mgr mfr Cs 2m-vf 2 10-14 10YR 3/4 MId 7 SYR 5i6 s 1oYR 6/2 sil 2f-mabk mfr gs 1 m-vf 3 14-28 7.5YR4/4 m2P7SYR 46a10YR52 scl 1c-msbk mfr-mfi gs 4 28+ 7.5YR 4/6 cap SYR 4/6 a 7 SYR 5/2 scl-sc 1 cabk-Om mvfl - - 0.0 0.0 (A+0") q❑ Boring # ❑ Boring ❑ Pit Ground surface elev ft Depth to limiting factor in Sntl Annlicatinn Rate Horizon Depth In Dominant Color Munsell Redox Description Qu Az Cont Color Texture Structure Gr Sz Sh Consistence Boundary Roots GPD/Ft' 'Eff#1 'Eff#2 Boring # ❑ Boring ❑ Pit Ground surface elev ft Depth to limiting factor in Soil ADohcation Rate Horizon Depth In Dominant Color Munsell Redox Description Qu Az Cont Color Texture Structure Gr Sz Sh Consistence Boundary Roots GPD/Ft' 'Eff#1 `Eff#2 Effluent #1 = BOD, > 30 s 220 mg/L and TSS > 30 s 150 mg/L ' Effluent #2 = BOD, > 30 5 220 mg/L and TSS > 30 < 150 mg/L Page 2 Designer: Ryon Bechel Certified Soil Tester. SP-111500001 Designer of Eggineering Systems: D 2263-7 Drainage easement INTERSTATE I-94 U&P ADVANCED Future outbuilding L--_J 'All property lines not O Benchmark drawn are >100fl from Septic Tank: system Soil Boring S( ALL 30' 0' 60' Edge of R-O-W 3 --- S mP Driveway � or r---- a L J SMI 100.00 Grade at 1" PVC pipe SM2 = 10100 — Top nail in fencepost V above cradle '-Well to be located >5011 from system components' �x / Fence line �X �X �XlX X �X �x � 1x t Came SfatrannC fhb rylotam halo been dedgraal and wduaed in aaconfal a1ei State anal taco codes. The load trMrmt area mwt renatn pratrici from dialudiarae urd/or magocem berme and ally mntn i'an. ND MINLUNM Is WOE 111AT 116 SSIFL M111 (YMIM£ TD FIIIICIIan nOf51N Y 9.Mem mint tai erooerM meiMarrd liu e w M 'e nvmsrwd don Im nVor abon m . — aM Pump Tank: SYSTEM NOTES SIA: -Recannlend rmmmum 30'sand lift POArts nnund on 100 W contour wan 0.29pddtr loading rate SEES011 INTFRPREIIVE DETERMINATION RLPORT Depth to restriction= 0' AO' (Redournua cfeatures) Contour = 10000 Slope = 5 % Diatribalion: System lull require pressure distnbuhon LOCATION MAP (not to locate) j 49 ITH AVE SITE m PREPARED POR: Wyatt Spielman (Buyer) Site Address: 534 CTY RD BB Woodville, WI 54028 PID 008-2011-01-001 526 Acres Legal: Lot 1 Wood View Ridge NE SE A 3-28N R16W Town of Eau Galle Designer: Ryan Bechel Certified Soil Tester. SP-111500001 Designer of Engineering Systems: D 2263-7 Drainage easement 0 ADVANCED 'All roe Imes not STSIEVI NODES property rtv Benchmark drawn are >100ft from Septic 'lank - system Soil Boring ( 11 nr1 30' 0' 60' Edge of ROW I Future outbuilding m o L— J t S S g I NI a o Driveways ___----______ f I I E of l 5% 'S cl I L J I I I BM = 100.00 Grade at 1" PVC pipe **Well to be located 150ft 0 I rH from system components** 0 x S BM2 = 1O100 ~x� I he nail in fencepost k�xC3� Vabove grade x`X~X Fence line I x iL I P/L _x_ks I INTFRST P/L x x I ATE I-9.4 I aerlMed StatarW % Thb I IS hoe Lean als s)s;cl oU evaluated In oTo IFUNCT rlth SLob are laml codes. The sill Liment area nwet rwnaln Pretested nf.wq dAWrbmex and I wrq i— Eelare mM ams eeMnrtlnn. Hn W,rARVmY Is 4bE TINT THIS SYSfFY Wlll CONmNUE TO NNCII011 INOFFlNfIFI Y. Mlem coil d omorN malMalned- RMew wur evetsn'e rrvooems�t tlan far IMorrrlotlerl an aomr core aril Pump funk: SIA: Recanmend minimum 30'sandhtt POWIS mound on 100 00 comour with 0 2lipNle loafing rate SFE SOR INIFRPRFTIVE DEIERMINAHUN Rl PORI Deprut TshK9on VA.P(Redoelmotph¢lealmes) -Contour = 100 M Slope =5% Distribution: System will require pressure distribution LOCATION MAP (not to wile) TH AVE SITE PREPARED FOR: Wyatt Spielman (Buyer) Site Address: 534 CT' RD BB Woodville, WI 54028 PID 008-2011-01-001 5.26 Acres Legal: Lot 1 Wood Yew Ridge NE SE SO4 T28N R16W Town of Eau Calls i ST C- zenlnicafiir:;l i WOOD VIEW RIDGE m .. n...e..----,.,NW.�....e..... m.,..�... P�I1T bMNL W wiNe N �N.NV YMfb MNf �N wt♦IE LW �N �L[cTON 4 RBN, PISW. rOwN w 4U ONLL Bi. cNOn <a„Mv, WixfoxslN: s � �.... GNl o I , I I •• I WOOD VIEW RIDGE III\ 111II y ..... . % ! I � r' a f{ \F it if Soil Interpretive Determination Report Prepared for: Wyatt Spielman (Buyer) Site Location: 534 CTY RD BB, Woodville, WI 54028 Leaal: Lot 1 Wood View Ridge NE SE SO4 T26N R16W Town of Eau Galle Evaluation Date: 11/21/20 Introduction: On 11/21/20 a soil and site evaluation was conducted at the above -described site to relocate a suitable area for a new Private Onsite Wastewater Treatment System (POWTS). A soil test and Interpretive Determination Report (IDR) was completed in May 2004 by Gottfried Environmental and approved by WI DSPS (Leroy Jansky). The new landowner desires to locate the home and driveway in the area where the previous soil test and IDR were completed. This Interpretive Determination Report is intended to determine whether soil conditions lower in elevation on the site are significantly different from those in the previous test area. A series of 3 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 under s. 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 following: 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 and Site Hydrology: The property is located within the Lousy Creek watershed, which is a sub -watershed of the Eau Galle River major watershed. This area drains primarily southeast before eventually entering the Eau Galle River. Drainage in the tested area is aided by gentle rolling slopes that range from 4-6%grade. Slopes are primarily convex linear in shape and most on -site drainage flows west towards a "low spot' on the adjacent parcel before being redirected to road drainage ways following along interstate 94 which abuts the property to the south. There are no water features on the property. Per St Croix County GIS data, no portion of the property is a delineated wetland. There are some mapped wetlands and wetland indicator points about a half -mile north and east of the site (see attachment 1). The "low spot' on the adjacent westerly parcel has wetland vegetation (cattails) however it is not officially mapped as wetland. This feature is over 12 feet lower in elevation than the subject test area. The test area does not appear P@§gE29 to have hydric soils or wetland indicator vegetation. Furthermore, the area is not a "depression al landscape' normally associated with wetlands. 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 Regions F which is characterized by Glossudalfs on forested silty upland and plains (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 silty lacustrine deposits laid over a dense sandy loam till (see attachment 2). Though the top soils in the area express good soil structure, the underlying glacial till subsoils are dense and very firm as a result of the previous glacial activity. Soil Mapping: USDA Web Soil Survey data classify the soils in the tested area as a Santiago Silt Loam, The Santiago series consists of well drained soils which are deep to a densic contact. They formed in loess or silty lacustrine deposits and in the underlying dense sandy loam till on ground moraines, disintegration moraines, and end moraines. 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 Santiago series is a Haplic Glossudalf subgroup of the Alfisol soil order. Haplic Glossudalf soils are characterized by minimal horizon development ("hapl") and the presence of 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 consistent rolling slope in the observation area have likely aided drainage adequately enough to prevent wetland or hydric soil conditions from forming. Soils are dense as expected in the till below, but maintain weak structure and are generally not "massive." Soil Conditions and Surface Water Flow: Surface and subsurface drainage from the site flows primarily west towards the aforementioned "low spot' approximately 12 feet lower in elevation than the test area as indicated on the topographic maps. The "low spot' is within a platted drainage easement. No portion of the test area is within the platted drainage easement. Overall, the soil evaluation results revealed a relatively consistent topsoil and subsoil regime throughout the test area. Topsoil (A -Horizon) depth ranged from 0-12 inches and was dark brown (10YR 3/2) silt loam with strong to moderate granular structure. No redoximorphic features were observed in the dark brown topsoils. Subsoils (B-Horizon) in Horizon 2 were a dark -to -medium brown (10YR 3/4, 10R 4/4) silt loam with moderate blocky structure. A textural change from silt loam to sandy loam/sand clay loam occurred at approximately 14-16" of depth. Subsoils in Horizons 3 and 4 were brown to light reddish -brown sandy P@QQ(2e loam and sandy clay loams with weak blocky structure. Soil structure deteriorated quickly with depth, especially beyond 28". Redoximorphic features were present throughout the subsoil horizons and began as few, fine, faint, and became many to common large and distinct or prominent as depth increased. This indicates that "perching" does take place, but likely for a shorter period of time. It also indicates that it is wetter longer at greater depths and probably not as wet and for shorter durations nearer to the surface. No fill soils were encountered. It does not appear that a building has ever been present in the tested area. No standing water or saturated soils were observed in any of the test pits, however, the area has received little precipation in the weeks prior to the observation date, so this data point is of limited value. A review of previous soil tests conducted in the vicinity indicates similar soil conditions to those observed. A soil Interpretive Determination report completed by Gottfried Environmental in 2004 along the easterly property line near CTY RD BB found similar "A+0" soil conditions and treatment challenges. One noteable difference in my observations compared with this previous soil test was the presence of massive Clay Loam soils at 9-14" described in Mr. Gottfried's soil boring log. I did not encounter similar massive conditions in my observation pits. The lack of massive subsoils in the subject test site indicates that the soils lower in elevation may actually offer better year-round treatment and infiltration capabilities than those in the original test site. The findings, conclusions, and recommendations of Mr. Gottfried's report are included here for reference and were considered by myself in preparation of this report (see attachment 4). Two additional soil Interpretive Determination Reports were completed by Advanced Environmental LLC (June 2020) and Gottfried Environmental (June 2004) on Lot 2 of Wood View Ridge to the northwest of the test site. Copies of those reports are not included here, but it is worth noting that the soil conditions, conlcusions, and design reccomendations of those Interpretive Determinations mirror those proposed below. Conclusions/Recommendations: The site appears to be impacted by a "perched" seasonal water table that is likely caused by the densic sandy loam and sandy clay loam soils in the underlying till. Though Redoximorphic features are observed throughout the subsoil, they were more 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 horizon below the topsoil and therefore the site is all "A+O." No Redoximorphic features were observed in the upper 0-12 inches of soil Overall, topographic relief on the site and soil structure in the topsoil horizons is adequate to encourage water movement downslope and away from the test area. Based on this information I would conclude that 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. aBggER The following design criteria should be implemented in the proposed mound system design: 1. The mound should be long and narrow. Ideally, the distribution bed would not exceed 4.5 feet in width to keep the linear loading rate below 4.5gal/ft/day 2. The basal soil application rate should not exceed 0.2gpd/ftz 3. The mound should have a minimum 30-inch ASTM-C33 sand -lift 4. Pressure distribution should be level and orifice density should be kept as low as possible (<10ftz/orifice) 5. 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 at all possible 6. 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 P®gg&8 611512020. 7 53 49 AM 0�ama0e Eacv-e+z eebm S95 Nena�a a<a: maal e « Eme,1e1l'we'—aaecw Emegentlemeaeew 11a11 vicegelal<] wei.I Attachment 1: Wetlands/Drainage 1. E�erOe� ne. meaaw Cpe„ Male Plu e]wenan: E-11-1.1 m<a]cn 1 le.]ai e]xelan: fa�esle- ue-aa�-<]welan. E, _n:-,.-o Eme,;riwe meaeo. c.enec�el mwe .=e 1 9.028 a e�e_E-e,ge�Me[meaaow-m-b's-mo ece�tiale, 9 907 015 03- 0 13 025 05� m, .4aY, swWSM1rw EmoOen le.meaemv G<ayaTcs :AESa+mx �: lsM J>G_ NOGWM iG�l +q =1<e w<ua.o-oo �nmume.nes< G15Lss'�^'^�", 'NNlanc lac'f-all to neli� eale AA&1 os I woxe�emcoo I SCC ArcGIS Web Map 1214/2020. 8 16 20 AM 1 2.257 0 0.01 003 0 05 in, © OramageEasement Lot and Units Park General Common Element Flood Hazard Areas Pudic ROW Omlot Lot t Tax Parcels ZONE A 0 002 004 0 O8 km sc< Unit Limited Common Element ZONE AE Jrr.= sncez] scCeco 1ENA C]o Ne P��� ry x�ls SC- r,.01 NNNc SCC coa IscC coo end sce -fig, oep I EEMA scc coo C]D aid vas I nzuwal coaspe i=undnsm=a Poene,11c 1 D. siege 1.1-1 esr I M° S636N "'5 3N ATTACHMENT 2 Soil Map —St Croix County, Wisconsin ; P_ P i S+ aa^ Vl1Pry � at°Sfi 3'N X"fiW 55'i'£C X'i� `.NSA 1:Pi bi]vl SSBW 4 Map Smk 13,640 R pm[etl on A poNarc (8.5' x 11") sheet. m P N Mess 0.A ,00 2110 300 A O 3o e� Map projector. Web Mermtor Cams morJnates. WGS84 Edge ba 11TM Zane 15N WGS84 t'sos Natural Resources Web Soil Survey11111-0 1 P9yD2a Conservation Service National Cooperative Soil Survey Page i of 3 12/412020 ATTACHMENT 3 Offoal Series Desuiption - SANTIAGO Series LOCATION SANTIAGO WI+MN Established Series Rev. DJH-DEJ-HFG 02/2006 SANTIAGO SERIES The Santiago series consists of well drained soils which are deep to a densic contact. They formed in loess or silty lacustrine deposits and in the underlying dense sandy loam till on ground moraines. disintegration moraines, and end moraines. Permeability is moderate in the silty mantle, slow or moderately slow in the lower part of the solum. and very slow in the substratum. Slope ranges from I to 45 percent. Mean annual precipitation is about 30 inches. Mean annual air temperature is about 42 degrees F. TAXONOMIC CLASS: Coarse -loamy, mixed, superactive. frigid Haplic Glossudalfs TYPICAL PEDON: Santiago silt loam. on a convex, northeast -facing slope of 8 percent, in a cultivated field, at an elevation of about 1,180 feet. (Colors are for moist soil unless otherwise stated.) Ap--O to 10 inches: dark brown (10YR 1 3) silt loam, light brownish gray (IOYR 612) dry; moderate medium granular structure: friable: man tine and few medium roots; 4 percent gravel; slightly acid; abrupt smooth boundary. (6 to 12 inches thick) E/B--10 to 15 inches: about 60 percent brown (I OYR 5/3) silt loam (E), very pale brown (10YR 7/3) dry: weak medium platy structure parting to moderate very fine subangular blocky; friable: extends as tongues into or surrounds remnants of dark yellowish brown ( I OYR 4/4) silt loam (Bt): moderate very fine subangular blocky structure; friable; common faint dark yellowish brown (10YR 34) clay films on faces of peds; common fine and medium roots; I percent gravel; moderately acid; clear smooth boundary. B/E--15 to 23 inches; about 70 percent dark yellowish brown (10YR 4/4) silt loam (Bt); moderate very tine subangular blocky structure; friable; common faint dark yellowish brown (10YR 3/4) clay films on faces of peds; penetrated by tongues of brown (10YR 5/3) silt loam (E), very pale brown (10YR 7/3) dry; weak medium platy structure parting moderate very fine subangular blocky; friable; common fine and few medium roots: I percent gravel: very strongly acid: abrupt wavy boundary. (Glossic horizon ranges from 5 to 20 inches thick.) 2Bt1--23 to 36 inches; dark brown (7.5YR 3/4) gravelly sandy loam; moderate tine prismatic structure tending to part along horizontal cleavage planes to weak medium plates inherited from the parent material: firm; common fine roots; common faint dark brown (7.5YR 3/3) and few distinct reddish brown (5YR 4/4) clay films on all faces of peds: few prominent brown (I OYR 5/3) silt coats on vertical faces of peds; 14 percent gravel and about I percent cobbles: slightly brittle; strongly acid; abrupt wavy boundary. 2Bt2--36 to 49 inches: dark brown (7.5YR 314) fine sandy loam: moderate fine prismatic structure tending to part along horizontal cleavage planes to weak medium plates inherited from the parent material: firm; few fine roots; many faint dark brown (7.5YR 3/3) clay films on all faces of peds; very few prominent brown (10YR 5/3) silt coats on vertical faces of peds; I 1 percent gravel and about I percent cobbles: slightly brittle; strongly acid; gradual wavy boundary. (Combined thickness of the 2Bt horizon ranges from 8 to 30 inches.) 2BCd1--49 to 69 inches: dark reddish brown (5YR 3/4) sandy loam: weak very coarse prismatic structure tending to part along horizontal cleavage planes to weak medium plates inherited from the parent material; firm; few fine roots: fevv taint dark reddish brown (5YR 3/3) clay films on top faces of peds: 9 percent gravel and about I percent cobbles; moderately acid: gradual wavy boundary. Page 29 httpsdlcasoilresource.lawr ucdavis edulsdehsenes=sanllago 1A 12*2020 P�TTA,� H�VI E�IT 3 Official Series Description - SANTIAGO Series 2BCd2-- to 8 me es: ark reddish brown (5YR 3/4) sandy loam: weak extremely coarse prismatic structure tending to part along horizontal cleavage planes to weak medium plates inherited from the parent material: firm; few fine roots; few distinct dark reddish brown (5YR 3/3) clay films on top faces of peds; 7 percent gravel and about I percent cobbles: few sandstone channers: moderately acid: gradual wavy boundary. (Combined thickness of the 2BCd horizon ranges from 0 to 70 inches.) 2Cd--87 to 102 inches: reddish brown (5YR 4/4) sandy loam: tending to part along horizontal cleavage planes to weak medium plates; firm; dense and compact; 9 percent gravel and about 1 percent cobbles: slightly acid. TYPE LOCATION: Barron County. Wisconsin: about 2 miles east and 1.5 miles south of Reeve; located about 1,840 feet south and 2,040 feet east of the northwest corner of section 34, T. 32 N., R. 14 W.; USGS Connorsville topographic quadrangle: lat. 45 degrees 13 minutes 09 seconds N. and long. 92 degrees 05 minutes 12 seconds W.. NAD 83. RANGE IN CHARACTERISTICS: Thickness of the silty mantle ranges from 12 to 36 inches. Depth to the base of the argillic horizon and to densic contact ranges from 40 to 60 inches. Content of clay averages from 7 to 17 percent in the particle -size control section and the content of fine sand or coarser averages 15 to 70 percent. The base saturation (by sum of cations) is less than 60 percent in some part of the argillic horizon. Volume of gravel ranges from 0 to 10 percent in the silty mantle and from 5 to 35 percent in the till. Volume of cobbles ranges from 0 to 3 percent in the silty mantle and from 0 to 5 percent in the till. Volume of stones ranges from 0 to I percent in the silty mantle and from 0 to 3 percent in the till. Surface stones have coverage ranging from 0 to 3 percent. Reaction ranges from extremely acid to slightly acid in the solum. except it ranges to neutral in the Ap horizon where the soil is limed. Reaction ranges from strongly acid to neutral in the substratum. The Ap horizon has hue of 7.5YR or IOYR, value of 3 or 4, and chroma of I to 3. Dry value is greater than 5.5. Uncultivated pedons have an A horizon. I to 4 inches thick, with hue of 7.5YR or I OYR, value of 2 or 3. and chroma of 1 or 2. Texture is silt loam. Some pedons have an E horizon with hue of 7.5YR or 10YR. value of 4 to 6, and chroma of 2 or'). Colors of 4/3 or 5/3 have value dry of 7 or more. The E horizon is silt loam or silt. Some pedons have a Bw horizon with hue of 7.5YR or I OYR. value of 3 to 5, and chroma of 4. It is silt loam. Bw horizons with spodic color have less than 0.6 percent organic carbon. Santiago soils have a glossic horizon. Horizonation has a wide range depending on the thickness of the silty mantle and the degree to which eluviation has occurred. Therefore, there can be E/B, B/E, 2EB, or 2B/E horizons singly or in combination. The E part of the E/B or B/E horizon has color and texture like the E horizon described above. The Bt part has hue of 7.5YR or I OYR, value of") to 5. and chroma of 4 to 6. Some pedons have a Bt horizon with color and texture like the Bt part described above. The 2E part of the 2E/B or 2B/E horizon has hue of 5YR. 7.5YR, or 1 OYR, value of 4 to 6 and chroma of 2 or 3. Colors of 4/3 or 5/3 have value dry of 7 or more. The 2E part is typically sandy loam, fine sandy loam, loam, or their gravelly analogs, but in some pedons it is loamy sand or gravelly loamy sand. The 2Bt part has color and texture like the 2Bt horizon described below. The 2Bt horizon has hue of 2.5YR, 5YR. or 7.5YR, value of 3 to 5 and chroma of 4 to 6. It is typically sandy loam, fine sandy loam, loam. or their gravelly analogs. The bulk density ranges from 1.65 to 1.90 gm/cc. Some pedons have pockets or strata of loamy sand or gravelly loam} sand. The 2BCd horizon has hue of 2.5YR, 5YR.. or 7.5YR, value of 3 to 5 and chroma of 4 to 6. It is typically sandy loam, fine sandy loam, or their gravelly analogs. Bulk density ranges from 1.8 to 2.0 gm/cc. Some pedons have pockets or strata of loamy sand or gravelly loamy sand. Page 70 https //casoilresource.lawr.ucdavisedu/sde/9series=sanhago 214 121412020 QTTA(` HYPE Official Series Description - SANTIAGO Series The 2Cd honzon�(ias iiile bf Z.5k 5YR, or 7.5YR, value of 3 to 5 and chroma of 4 to 6. It is typically sandy loam, fine sandy loam, or their gravelly analogs. Bulk density ranges from 1.8 to 2.0 gm/cc. Some pedons have pockets or strata of loamy sand or gravelly loamy sand. COMPETING SERIES: These are the Amer}_. Arland, Automba, Goodland, Itasca, Kennan, Lan -lade, Marathon, Pemene, Rosholt, Scoba, and Steamboat series. Amery and Automba soils do not have a 12 to 36 inch thick mantle that is more than 50 percent silt. In addition, Automba soils have base saturation of more than 60 percent in all parts of the argillic horizon. Arland soils have a paralithic contact of sandstone at a depth of 20 to 40 inches. Goodland, Itasca. Kerman, Langlade, Marathon, Pemene. Rosholt, Scoba, and Steamboat soils do not have a densic contact within the series control section. GEOGRAPHIC SETTING: Parent material --loess or silty lacustrine and in the underlying dense sandy loam till of Late Wisconsinan Age Landfonn--ground moraines, disintegration moraines, and end moraines Slope --I to 45 percent Elevation--800 to 1950 feet Mean annual air temperature--39 to 45 degrees F Mean annual precipitation--28 to 33 inches Frost -free period--120 to 135 days GEOGRAPHICALLY ASSOCIATED SOILS: These are the Ama-ry, Freeon, Haug, Magri, New o , Newot, Otterholt. and Spencer soils. The moderately well drained Freeon and somewhat poorly drained Magnor soils are in a drainage sequence with Santiago soils. They are on slightly lower or less sloping landscape positions. The well drained Amery and Newot soils are on similar landscape positions and the moderately well drained Haugen and Newood soils are on less sloping landscape positions to those of Santiago soils where the silty mantle is less than 12 inches thick, or is absent. The well drained Otterholt soils and moderately well drained Spencer soils are on landscape positions similar to those of Santiago soils where the silty mantle is more than 36 inches thick. DRAINAGE AND PERMEABILITY: Well drained. Surface runoff is medium to very high. Permeability is moderate in the silty mantle, slow or moderately slow in the lower solum, and very slow in the substratum. USE AND VEGETATION: Many areas of this soil are used for cropland. Corn, small grains. and hay are common crops. Some areas remain in woodland. Native vegetation is mixed hardwood forest with a few conifers. Common trees are sugar maple. American basswood, northern red oak, white ash, American elm, and quaking aspen with some white pine and red pine. DISTRIBUTION AND EXTENT: Northwestern Wisconsin and east -central Minnesota. LRR K. MLRA 90A and MLRA 90B. This soil is extensive. MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: St. Paul, Minnesota SERIES ESTABLISHED: Mille Lacs County, Minnesota, 1927. Type location moved to Barron County, Wisconsin with the correlation of the soil survey in 1992. REMARKS: Particle size control section - the zone from 15 to 35 inches Diagnostic horizons and features recognized in this pedon are: Ochric epipedon - the zone from 0 to 15 inches (Ap, E/B): Albic horizon - the zone from 10 to 15 inches (E part of the EB); Glossic horizon - the zone from 10 to 23 inches (E/B. B/E); Argil lic horizon - the zone from 15 to 49 inches (Br'E, 213t1. 2Bt2); Page 34 https Ocasodresource.lawr ucdavis.edulsdehsenes=sanuago 3/4 1214/2020 ((`` Official Senes Description - SANTIAGO Senes Densic contacts - conttaact� N it dense till (2BCd I, 2BCd2, 2Cd) at 49 inches; Lithologic discontinuity - at the upper boundary of the 2Btl horizon at 23 inches. The bulk densit} and plat} ness of the argillic horizon is considered to be relict of the till, but studies are needed to determine whether or not these horizons meet criteria for fragipans or fragic soil properties. The 2BCd I and 2BCd2 horizons were originally described as 213t horizons, but were redesignated because they are transitional to the substratum and exhibit densic characteristics. ADDITIONAL DATA: Former Soil Interpretation Records - W10137 and W10346. Refer to soil survey sample number S90W I-005-008 for NSSL data on the typical pedon. National Cooperative Soil Survey U.S.A. Page 39 https //casodresourcelawr ucdavis edulsde/9series=santi ago 414 ATTACHMENT 4 Safety and Buildings Division 4003 sei56118commerce.wl.gov LaCrosse 31i SCOn S i n www commercestatewi.uslsb Doyle, Governor Department of Commerce Jim Cory L. Nettles, Secretary RECEIVED May 18, 2004 CUSTIDNo. 42258 JUN U 7 2004 ATT.V: Inspector ELI M GOTTFRIED GOTTFRIEDENVIRONME TAU �'ui"`'N'' ")NWGOFFi(,E ZONING OFFICE 124 1/2 GRAHAM AVE ST CROIX COUNTY SPIA PO BOX 1645 1 I01 CARMICHAEL RD / ,, ZoT Z EAU CLAIRE WI 54702-1645 HUDSOAN�WI 54016 ' V/ k a) h V/ 1 CONDITIONAL APPROVAL l5ftitificill6nNumbeirs PLAN APPROVAL EXPIRES: 05/18/2006 _ Transaction ID No. 967078 SITE: Elizabeth Christensen Site ID No. 670567 Please refer to,b th i{J�cli . , Town Highway e' Sit ots 1 , Town of Eau Galle, St C u above,"in'all cofie5 otIFiCD t� . NE 1/4, SE 1/4, S4, T28N, R16W -yre 3,6}C5 — FOR: Object Type: Soil SaturatioDaced bteOhm vh u �0� No.: 941615� The submittal described above has been reviewed for conformance with applicable Wisconsin Administrative Codes and Wisconsin Statutes. The submittal has been CONDITIONALLY APPROVED. The owner, as defined in chapter 101.01(10), Wisconsin Statutes, is responsible for compliance with all code requirements. The following conditions shall be met during construction or installation and prior to occupancy or use: 1. Approval is hereby granted pursuant to Comm 85.60 (2), Wis. Adm. Code to estimate the depth to seasonal soil saturation based on an interpretative determination. This approval and determination negates the requirement in Com 85 30 (2) (b), Wis. Adm Code to designate the ground surface as the highest level of saturation when redoximorphic features are less than 4 inches below the bottom of the A horizon. 2. At least 30 inches of sand lift on top of a 6 inches minimum of unsaturated in -situ soil for adequate treatment and dispersal is required. 3. The basal soil application rate shall be 0.2 gpd/ft^2, and the linear loading rate 4.0 gpd/foot. 4. Chisel plowing to a depth of 12 inches immediately prior to sand placement is required to improve vertical water movement into the soil solum that is weakly structured and sometimes platy, as well as slowly permeable. 5. Landscaping up slope of the mound shall be incorporated into the overall mound design to divert surface water drainage around the mound system 6 Mound side slopes shall be at least 4:1 rather than the typical 3:1 slopes. 7. This approval shall remain valid unless the site is altered in such a way that the depth to soil saturation would change of if saturated conditions were observed for seven consecutive days at depths less than 3 feet below the infiltrative surface of the POWTS distribution component. 8. 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. 9. A copy of this approval letter and attachments must accompany the mound system plans for this site. Page 38 ATTACHMENT 4 ELI M GOT7FRIED Paget 5/18l04 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. If plan index sheets were submitted in lieu of additional full plan sets, a copy of this approval letter and index sheet shall be attached to plans that correspond with the copy on file with the Department. 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 Safety & Buildings 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. Si ncerely, . J sky, Wastewater Sp alist Integrated Services Bureau (715) 726.2544 Voice liansky@conimerce.state.wi.us cc: Leroy G. Jansky, Wastewater Specialist, (715) 726-2544 Fee Required $ 100.00 Fee Received $ 100.00 Balance Due $ 0.00 .r=• a.. .,,a Page U Pace T.A�OS=201 U1-tl00 ozro6nooa 08:01 AM PAGE 1 OF 1 Alt. Parcel #: 04 28,16.580 008 - TOWN OF EAU GALLE Current X ST, CROIX COUNTY, WISCONSIN Creation Date Historical Date Map # Sales Area Application # Permit # Permit Type 09/19/2005 00 0 Tax Address: Owner(s): O = Current Owner, C = Current Co -Owner 0 - CHRISTENSEN, KURT & ELIZABETH KURT & ELIZABETH CHRISTENSEN 847 WYLDWOOD LN HUDSON WI 54016 Districts: SC = School SP = Special Property Address(es): ' = Primary Type Dist # Description ` 534 CTY RD BB SC 0231 BALDWIN-WOODVtLLE AREA SP 1700 WITC Legal Description: Acres: 5,260 Plat: 10-079-WOOD VIEW RIDGE LOTS 1/3 008.05 SEC 4 T28N R16W PT NE SE WOOD VIEW RIDGE Block/Condo Bldg: LOT 001 ('05) LOT 1 (5.260AC) Tract(s): (Sec-Twn-Rng 40 1/4 160 114) 04-28N-16W NE SE Notes: Parcel History: Date Doc If Vol/Page Type 09/19/2005 806859 10/079 PLAT 08/27/2003 737586 17/4593 CSM 08/12/2003 735214 2360/286 EZ-1 2008 SUMMARY Bill M Fair Market Value: Assessed with: Use Value Assessment Valuations: Last Changed: 07113/2007 Description Class Acres Land Improve Total State Reason AGRICULTURAL G4 4.760 500 0 500 NO UNDEVELOPED G5 0.500 50 0 50 NO Totals for 2008: General Property 5.260 550 0 550 Woodland 0.000 0 0 Totals for 2007: General Property 5.260 550 0 550 Woodland 0.000 0 0 Lottery Credit: Claim Count: 0 Certification Date: Batch M Specials: User Special Code Category Amount Special Assessments Special Charges Delinquent Charges Total 0.00 0,00 0.00 Page 38 Wisconsin Dcp/QtTTf,AGWM ENT 4 SOIL AND SITE EVALUATION Page of Division of SStety acid Buildings in accordance with Comm 85, Wis. Adm. Code Attach complete site plan on paper not less than 8 '/: x I I inches in soe Plan must include, but Countv $t. Croix not limited to vertical and horizontal reference point (BM), direction and percent slope, wale or dimensions, moth arrow, and location and distance to the nearest road. Parcel 1D # Q Orj o APPLICANT INFORMATION - Please print all information r . Did Rcv1 e - Nerwnal mfomraoon you plro,de mwv bu used for secondary purpusev tPnvacy Law... 11 041INmp - �,(z(/h�,� Property owner. Property location Kurt and Elizabeth Christensen Gov't lot- NE IA SE I/4 SO4 T 28 N, R16 E(orTtNj Property owner's mailing address: Loi y Block. = Subd game or CSW W008 877 Benoy Road I NA N C1ry ISute/Zip Code Phone number city Village Nearest Road 0-6-3 / Hudson / Wisconsin /54016 715-386-6340 Eau Gal le CTH BB New Construction Use Residential/Number of bedrooms Unknown Addition to existing building. NA ❑ Replacement ❑ Public or commercial - describe Code Design Flow Rate: Unknown - must be appropriate size for the contour and soil restrictions Parent Material: Glacial Till - ground moraine General Comments and Recommendations: Soils are somewhat poorly glossoboralfs underlain by clay loam. Redox features are the result of perching above the dense clay loam layer. A long narrow mound SAS is recommended for this site with 2.50 foot of sand fill. ON -SITE REQUESTED DUE TO THE PRESENCE OF REDOX FEATURES AT SHALLOW DEPTH. I his is an A+0 site. Aeration pretreatment strongly recommended SOIL DESCRIPTION REPORT Boring 4 [nrvoa Depth Dominant Redox Description Texture Structure Consistence Boundary Roots Sod Application Rate in Munsell Color Qu Sz Cont Color Gr Sz Sh GPD/Ff' Pit t E0#1 1: N2 Ap 0-7 I OYR 3/2 NA sit I msbk mfr aw 2f 0.2 0.3 Ground Elev (ft.)E 7-10 IOYR 4/2 fld7.5YR5/8 sit Imp] mfi aw If 02 0.3 94.82 Bt 10-15 1 OYR 414 m2p 7.5YR 5/8 sick I fsbk vmfi as NA 0.2 0.3 Depth to limiting C 15-18 5YR 4/4 m3p 7 5YR 5i8 cl massive vmfr NA NA NA NA factor- in. O Remarks. V dense E horizon, C - x dense, dolomite fraements Bonng 4 Ap 0-2 I OYR 3/2 NA sil Imsbk mfr aw, 2f 0.2 0.3 p'12 FBI 2-6 10YR 3/4 NA sil w/ cl Imsbk mfr aw 11 0.2 03 B12 6-9 I OYR 5 /2 m2p 7 5YR 5;8 sick I fsbk vmfi as NA 0.2 0.3 Ground Elev(0.) CI 9-12 5YR4/4 m3p7.5YR5/8 cl massive vmfr NA NA NA NA 93.82 Depth to limiting -- ® Bt2, Ul vciv dense r I ZY V L V a CST Name: Eli M Gottfried, Gottfried Environmental Signature. ?,,, k, Tel No. 715-833-1400 Address. 124-1/2 Graham Axe. Eau Claire. WI. 54701 Date: 22 September 2003 CST # 221981 Page 38 4XTThg ENT 4 SOIL DESCRIPTION REPORT Pry rt owngr r Parcel ID# Boring # Prt3 Horizon Depth in. Dominant Munsell Color Redox Description Qu Sz Cont Color Texture Structure Gr Sz. Sh. Consistena Boundary Roots Sod Application Rate GPD/FT2 URI Et92 Ap 0-6 10YR 3/2 NA sil Imsbk mfr gw 2f 0.2 0.3 Ground Elegy (ri) Bt 6 - 11 IOYR 3/4 fld 7.5YR 5/8 sil w/ cl Imsbk mfr aw If 0.2 0.3 93.84 Cl I I-13 10YR 5/2 m2p 7.5YR 5/8 sicl Ifsbk vmfi as NA 0.2 0,3 Depth to limiting C2 13-18 7.5YR 4/4 m3p 7.5YR 5/8 cl massive vmfr NA NA NA NA factor- in. 0 Remarks: C I. C2 - high and low chroma redox; %. dense. Boring # Pit 4 Horizon Depth in. Dominant Mumell Color Redox description Qu. Sz Con, Cola Texture Structure Gr Sz, Sh Consistence Boundary Roots Sod Application Rate GPD/PT` ER#I EfF42 Ap 0-6 10YR 3/2 NA sil Imsbk mfr gw 2f 0.2 0.3 Ground Bt 6-9 10YR 3/4 fld 7.5 YR 5/8 sil Imsbk mfr aw If 0.2 0.3 Flev (R.) 94.96' CI 9-14 10YR5/2 mId7.5YR5/8 sicl Ifsbk vmfi as NA 0.2 0.3 Depth to C2 14-21 7.5YR 4/4 m3p 7.5YR 5/8 cl massive vmfr NA NA NA NA limiting factor- in. O Remarks: Boring # Ground Elev (fl Depth to limiting factor- in Remarks Boring # Ground Elev (ft.) Depth to limiting factor- in. Remarks: Page 30 'proposed 3 BR residence i NORTH Scale V = 50' Gmfned E.,,..uei Lh M Gottfned, R S , CS r M, Desiper I valuation Sal mm, Int Report C'hent Chnsten¢en Dam 22 Sgtlemba 2003 S,epature 93 82' 94 82- pif 2 plt 1 pif3 ,� ! �� pit'4 N 5% slope 95 82- Kurt and Elizabeth Christensen NE SE 04 28 16W Lot 1 Eau Galle, St Croix marling address 855 Benoy Road Hudson, WI 54016 715-386-6340 Fence to I-94 CTH BB i BM = top of mtal fen`- post Elev = 100 0"on top of post ! EL a 0 I ATTACHMENT 4 ATTACHMENT 4 GOTTFRIED ENVIRONMENTAL RECEIVED 124 Graham Ave., Eau Claire, WI 54701; 715-833-1400 MAY 0 5 2004 telephone: 715-833-1400; fax: 715-833-1381; email: elicstm(a�sbc¢lobal.net SAFETY 8, BLDGS. DIU. INTERPRETATIVE REPORT January 20, 2004; Revised (after on -site and consultation with State of Wisconsin Wastewater Specialist, Leroy Jansky) April 20, 2004 P,O,W. T.$, Proper owner: Kurt and Elizabeth Christensen Legal Description: INTRODUCTION NE SE 04 28 16W Eau Galle, St. Croix County 967078 Conditionally APPROVED DEPARTMENT OF COMMERCE DIVI N OF SAFETY AN BUILDINGS SEE C RESP DENC On 22 September 2003, a soil test and evaluation was conducted by this soil tester on the property described above. The soil test was done in response to a request by the property owners, Elizabeth and Kurt Christensen, as part of the development of this parcel for residences. It is the intention of the property owners, Kurt and Elizabeth Christensen, to subdivide this land into 3 parcels for development of residences. Two of the prospective residential sites lay on the east side of the parcel, l on the west side of the parcel. RATIONAL FOR THE INTERPRETIVE REPORT High and low chroma features in the soil as compared with matrix soil colors are considered as indicators of seasonal saturation in the State of Wisconsin. Department of Commerce Comm 81.01 (1 18) states: "High groundwater" means zones of soil saturation which include perched water tables, shallow regional groundwater tables or aquifers, or zones that are seasonally, periodically or permanently saturated. Comm 81.01 (119) further defines evidence of seasonal saturation in the soils: "High groundwater elevation" means the higher of either the elevation to which the soil is saturated when observed as a free wate?surface, or the elevation to which the soil has been seasonally or periodically saturated as indicated by the highest elevation of redoximorphic features in the soils. At least 36 inches of soil separation is required between the bottom of the soil absorption system and the redoximorphic soil features in most types of soils (Table 83.44-3, Department of Commerce). Where this docs not exist, an above ground SAS must be constructed (i.e. mound or At -Grade). The initial determination of this site has found the site to be unsuitable for mound type septic Page 93 ATTACHMENT 4 systems (Soil Absorption System), as per WAC Comm 85.30(2)(a) and (b). This code section mandates that: Redoximorphic features be used as an indicator of seasonal saturation in the soils. Redoximorphic features appearing at depths of within 4 inches of the bottom of the A horizon shall be interpreted as seasonal saturation occurring at ground surface ("Unless determined otherwise..., the highest elevation of seasonal soil saturation shall be the ground surface where redoximorphic features are present within 4 inches of the bottom of the A horizon.") Although Comm 85.30(2)(b) mandates that redoximorphic features within 4 inches of the A horizon be interpreted as seasonal saturation to ground surface, Comm 85.60(2)(a) allows for an interpretive determination of the soil conditions and depth to seasonal saturation should this condition exist. This section states in part: "A written report by a certified soil tester evaluating and interpreting redoximorphic soil features ... may be submitted to the department in lieu of high groundwater determination data. The written report shall conclusively demonstrate that the existing soil morphological features or color patterns are not indicative of current conditions of periodic soil saturation." This is the basis for the current report. GEOLOGICAL HISTORY The soils observed on site suggest that the area has been influenced by glaciation. Soils appear to be loess (fine -textured, wind blown soil), underlain by glacial till. Gravels from glacial till were observed in 1 pit at a depth of 15 inches. The subsurface formation in St. Croix County consists of the Prairie Du Chien Group (dolomite and sandy dolomite). Depth to bedrock ranges from 0 - 15 meters (Brown, B.A. (1988)). This formation is of Ordovician origin (Paleozoic era 425 mya). Dolomite appears to have been laid during the early Ordovician period, while the sandstone was laid during the late part of the period (Paull, R.K. and Paull, R.A. (1977)). Glaciation of St. Croix County occurred many times during the history of the earth, although the most recent glaciation, during the Pleistocene epoch (approximately 1 million to 10,000 years before present), is the most apparent. There were several stages of glacial advance, the most recent being the Wisconsinan stage. This was the result of the advance of the Superior Lobe and, from this, the Chippewa Lobe (Martin, L. (1965). The Physical Geology of Wisconsin. University of Wisconsin Press, Madison, Wisconsin). St. Croix County appears to be part of the geographical province of the Western Upland. As noted by Paull et al (Paull, R.K., R.A. Paull (1977) Geology of Wisconsin and Upper Michigan. Kendall / Hunt Publishing Company, Dubuque, IA), "The Paleozoic rocks ... are the retreating erosional edges of marine sediments that once extended across the Northern Highland.... Late Cambrian seas washed over the Precambrian erosional surface to deposit more than 1,000 feet of sandstone, with minor amounts of interbedded dolomite." Page 44 ATTACHMENT 4 The St. Croix River has its origin in the Northern Highlands and its resistant Precambrian rock. The loess deposits in St. Croix County appear to be the result of the westerly winds carrying fine textured soils easterly to the eastern bluffs of the river and beyond. The glacial till present as parent material in the subsoil of the Christensen site is most likely the result of deposit from the Superior Lobe (Chippewa Lobe) material. Loess, present as soil of the Ap horizon, may be the result of the influence of the wind-blown fines of the St Croix River floodplain. DESCRIPTION OF THE SITE The parcel of land under investigation lays in the NE SE 04 28 16W Eau Galle, St. Croix County. A portion of the land lays immediately north of Interstate I-94 and immediately west of County Trunk Highway BB. The land extends west. The western border is the east side of 233`d Street. It is the intention of the property owners to divide the land into 3 lots. Two lots will be on the east side of the property, bordering CTH BB. The third parcel will be on the west side of the property, bordering 233'd Street. Site 1 - SE corner of property The proposed mound site is located immediately north of the fence line with I-94 and immediately west of CTH BB. The mound is sited at the highest elevation of the site. Soils are composed of silt loam underlain by clay loam. Soils were evaluated down to a depth of approximately 20 inches. Soil survey maps for the area indicate that the taxonomic classification of soils on site is Glossoboralf (Santiago series). The soils are further described as having a sandy loam parent material. Site 2 - NE corner of property Soils on this site are composed of a silt loam solum and a clay loam lower Bt horizon material. Parent material starts at approximately 25 inches below grade. This site is located approximately 100 feet south of the north property line. Soil survey maps describe soils on this site as Santiago series soils. Site 3 - west end of property This site is bordered on the west by a transmission tower and, west of this, 233rd Street. Soils on site are silt loam in the upper horizons and gravelly sandy clay loam in the lower horizons (parent material). LOCAL HYDROLOGY As noted on the accompanying topographic map, the proposed dispersal sites are situated on gentle slopes. The proposed southeast parcel (north of I-94 and west of CTH BB) has a proposed mound site located on a slope to the northwest. The proposed north lot slopes to the south- southwest. The west lot, bordering the east side of 233'd Street, has a slope to the south. All 3 mound locations are on slopes of approximately 4%. Drainageways exist (see soil survey map p. 78) between the 3 parcels. The drainageways do not impact the proposed SAS sites. Runoff presumably occurs off these sites down to the drainageways. Page 99 ATTACHMENT 4 The entire site (from CTH BB west to 233`d Street and south to 1-94) may be on a hydrologic divide. It appears to be centrally located between 2 rivers. The Eau Galle River lays approximately 3 miles to the east; the Rush River is approximately 3 miles to the west. Surface topography indicates that, with a few exceptions, this area is higher than surrounding land. The topographic maps consulted for this report do not indicate any wetland areas in the vicinity of the proposed mound dispersal systems. No naturally occurring areas of standing water were observed in the area of the proposed mound POWTS. SOIL MAPPING OF THE AREA Direct soil mapping of this area by this soil tester indicates that, taxonomically, this soil is an Aquic Glossoboralf. Aquic Glossoboralfs have a boric temperature regime with elluvial and illuvial horizons which are saturated at some time during the year (as evidenced by the redoximorphic features). Soil series maps for this area however, characterize this area as Typic Glossoboralf. The profile is described as being slightly acidic, suggesting that the profile is aged. The aging may be due to a greater than average amount of water movement through the soil. Specifically, soils in this area are mapped Santiago (SaB). According to the St Croix County Soil Survey book, native vegetation for this area was primarily white pine, red oak, and sugar maple. According to the National Audubon Society Field Guide to North American Trees (Eastern Region), (copyright 1998, Chanticleer Press Inc., NY, NY), white pine grows in well - drained soils. Red Oak (also known as Scarlet Oak and Black Oak), grows in upland ridges and slopes. Sugar Maple grows in upland moist soils. All 3 types of trees therefore, appear to grow in well -drained or moderately well -drained soils. As noted in the CST Soil and Site Evaluation, clay loam and silty clay loam was encountered in all pits in the vicinity of the proposed SAS's. Depth to these layers varied from 6 to 7 inches. Tilling of the site may have had an impact on the soil solum (A and B horizons). Although Pit 1 displayed an E horizon, E horizons were not observed in the other pits. Destruction of the E horizon may have been the result of plowing and / or erosion. SIGNIFICANCE OF REPORTED SOIL CONDITIONS AND SURFACE WATER FLOW General surface water flow in the area may be primarily vertical for the first 6 inches as a result of the relatively permeable upper horizons. Permeability is moderately slow in the subsoil and is most likely perching above the dense silty clay loam subsoil. Soil structure may have been impacted as a result of extensive cultivation of these sites, although moderate structure is present in the Ap horizon. Alternatively, the plowing and tilling may have loosened and aerated soils that may have otherwise been compacted as a result of farm machinery traveling over the sites. The effects of compaction may be present in the Bt horizon. Also present in the Ap horizon, and slightly into the subsoil, were worm channels, suggesting that the upper horizon was aerated enough to support aerobic organisms. Roots and root 0 Page 116 ATTACHMENT 4 channels were also present in the 0 to 6" range of the soil profile. Soil colors as noted by this soil tester were 1 OYR 3/2 ftom 0-6". This dark, grayish brown color is darker than the gleyed colors one would associate with a more aquic condition. At the same time, it is lighter (i.e. has a higher value) than more organic, and more acidic, soils present under histic soil conditions. This suggests that water movement does occur through the topsoil. The lack of redoximorphic features in this layer suggests that the soils are not saturated for more than 7 consecutive days. Although water movement may occur in the topsoil, there is concern that the weak structure in the Ap horizon may result in overloading of the soil should a SAS be constructed on site. In addition, the abrupt appearance of redox features in the soil profile suggests that when dense soil conditions are encountered, water remains for a significant period of time. High chroma redox features were encountered in the subsoil. Although not reported on the soil report, low chroma regions (areas of iron depletions) were also observed. No puddled or massive soils were observed in the area of the proposed SAS's to a depth of 6 inches. However, dense, moist firm soils were present. This situation must be addressed in the overall design and construction of the dispersal cell. Close inspection of the Ap horizon did not indicate the presence of redoximorphic features. This suggests that although there is not an A F4 situation, there is adequate depth in the A horizon (approximately 6 inches) to maintain a suitable distance between the bottom of the SAS and the limiting factor and thus to allow for the placement of a mound SAS as per code. CONCLUSIONS No redoximorphic features were observed for at least 6 inches of the Ap horizon in any of the pits evaluated. The soils in this upper 6 inches appeared to be well aerated with the presence of roots and worm channels. Water movement therefore appears to take place in this upper layer and there does not appear to be a condition of ponding for any significant period of time in this upper layer. Slopes on all 3 sites are approximately 4%, suggesting that water, does move laterally away from the sites. PROPOSALS This soil tester feels that mound systems on these sites would adequately provide effluent treatment and dispersal as long as the follows design conditions are implemented: The construction of the soil absorption system must he in the area designated on the plot plans. 2. Areas lower in the landscape must not be used for soil absorption systems. The distribution cell must be designed very long and narrow with a linear loading rate less than 4.0 gpd/ft. This may limit the number of bedrooms and / or occupancy that can be serviced on the site. Page 24 ATTACHMENT 4 4. At least 2.50 feet of ASTM C-33 sand must be used under the laterals for proposed lots I and 5. Maximum hole spacing in laterals must be 30 inches. 6. Slopes around the mound must be 1:4 rather than the traditional 1:3 to increase the toe absorption area. 7. The area upslope of the proposed SAS must be provided with a constructed waterway to divert water around the mounds. The purpose of the waterway will be to prevent water from being trapped in the mounds. If you have any questions regarding this report, please feel free to contact me at the above address and/or telephone number. Sincerely, Eli M. Gottfried Registered Sanitarian (80806), CST (221981), Licensed Designer (1310) 0 Page 98 ATTACHMENT 4 REFERENCES Brown, B.A. (1988) Bedrock Geology of Wisconsin (BrmAm 1988, University of Wisconsin — Extension 2. Martin, L. (1965). The Physical Geology of Wisconsin. University of Wisconsin Press, Madison, Wisconsin 3. Paull, R.K. and Paull, R.A. (1977) Geology of Wisconsin and Upper Michigan. Kendall/Hunt Publishing Company, Dubuque, IA. 4. National Audubon Society Field Guide to North American Trees (Eastern Region): (1998) Chanticleer Press Inc., NY, NY 5. Soil survey of St Croix County (1978). United States Dept of Agriculture Soil Conservation Service and Research Division of the College of Agriculture and Life Sciences, University of Wisconsin. Page i@ r ATTACHMENT 4 f NUMUR 78 a Page 40 WOOD VIEW R « ereo in >.P. of LTE i.e rN of r..s sE.h.wo TuDGEE .r. of LPE sw rr••-•,w _ eu.w EYrt OE Pe PGUOu1GCNOu(C v'v ov.�ovwna �.mo�uw....vmvvuomma..�ma., P Cm lnv'W� AT iMTCwrn[coVnivP ®LET OE o[[o9 OEE�C� •nn.E,]4a Z _ _ _ ..... 1— d.� I i MG_aA ST CRO LINTY SANITARY SYSTEM File #: L„ OWNERSHIP/ADDRESS FORM Office Use y Pam. Created 2/2a21 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. Owner/Buyer OWNER/BUYER INFORMATION Wyatt A Spielman Trust Mailing Address 2842 Kohlhepp Road City/State/Zip Eau Claire, WI 54703 Phone Number (reouved) 715-556-4549 Email Address (required) spielmanw2005(aOmail.com Parcel Identification Number 008-2011-01-001 (found on the property tax bill) NEW SYSTEM: LEGAL DESCRIPTION Property Location NE t/a , r,� — 7/4 , Sec. 04 T 28 N R 16 W, Town of Eau Galle Subdivision Plat: Wood View Ridge ___, Lot # 01 Certified Survey Map # 806859 Volume 10 Page # 079 WarrantyDeed # 1120017 (before 2006)Volume Page # Number of bedrooms 4 Spec house 0 yes ® no Lot lines identifiable ® yes ❑ no New Property Address S3 I t� (verification (Staff Initials) `J OFFICE USE ONLY O Kl� v address required from Community Development Department for new construction.) 1� Z 3 1 zi (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.00v CONTRACTORN/A DATE 51142023 521.2021 A 4 IVMPII LJM?ER COMPANY HOMEOWNER: SPIELMAN 5262011 616.2021 _ TI-E ERDEESSIONA- 3UILDEPS EUPP6'EWER .16221 olM'X 21-226 PHONE,— )30 Z021 �8-0 _ PO: ViE4ERVCEA, 1rE I V1 iC 10.52021 RRAWN6Y'CM COU MEY VANNAREN®LYMANLtlMBEFCOM 715R3143R3 f 6/12 - I� F 6/12 00 6/12 I N N V N \ m NJ m N �N m N N \ N N CONTRACTOR NA DA)Y. 5114 2021 5E 2011 5161011 6.16 XIIS 161011 0,1021 L` MAN LUME EP C OMPFM — T" V PJEESSIINIL 11-IERS&IPPI -EN7EP _71)LESEP'. c;=-A :.?�C/ilS 547-2 HOMEOWNER. SP/ELMAN 'iP(ANp 21-226 PHONE WL 1ig••_1•D„ I 1051011 ]I KIJPAPER DNAWN 8t CVN COURYNEY VANNAREN®L YMANLUMBER CON 715 3133B3 THREE SEASON ROOM MASTER L BE R LIVING w " DINING PLiB BAIDC ) KITCHEN �/ 3 I. a y wd,. fit- f , FOYER I - O RED PORCF y _ " GARAGE 2%B CONS IRCCTION L f 1781 SO Ff I w 9' MAIN LEVEL WALLSi- 156 SO FT 3 SEASON 1 1158 SO FT GARAGE 205 COVERED FRONT PORCH WINDOW SIZE, 1 DCAUON, AND GRIULS 10 RE VERIFIED BY HOMEOWNER OR fONTRACTOR ULI URL URDFRING KITCHEN WINDOW AND CABINET wUATION TO BE VFRIEIED ON ACTUAL N'TMFN fARINR LAYUDi ATTN TRUSS OFSIGN APPLY 20#/SF FOR SOL ID SURFACE COUNTERTOPS C01 LIMNS DRAWN AI 1W % 1S- LENIESSOTIIIHWISI SPFCIFIFD BY CONTRACTOR ALL GARAGE WA I S FXrFFDING 10 ARE TO BE 2x6 rUN1TFFA-TION PLR TAB[ F 321 25 A HER W ISCONSIN UDC RAILING IS RFQLIIRFD BY CODE IF TOP O1 PORCH IS MARL IHAN 24" FORM TOP Of GRADE BASEMENT LAYOUT KALE I S' - - C µ y O� =1NV y , y a m � t m 0 � p a y tc f � o m n 3 N CONTRACTOR N/A GATE: 5/1A/1011 5.11.1011 516.0 6.16.202111 17.M. 0.5"21 11 0.51011 _ PMAN LUMBEP COMPA%V iNE FROFESBIONPL BUILCERS SUPPLY OENTER 17n0 WE4EBN AVE CLAIRE WI5 5 702 HOMEOWNER: SPIELMAN PUNN 21-226 7EAU vHONE WT 1/B"=Y0" SI ,YIT PAPfR ORAWNBY. CVH CO Mfr VANHARENBL YMANLUMBER CON 715 1. " i WARNINGS 1 WINDTIW SIZf, LOCATION, AND GRILLES TO BE VLHII ILO RYHI)MEUWNLR FUNT➢ACIUH BEFORE OHNFHINF. 2 NIICHFN WINDOW AND CABINET LOCATION TO BE VERIFIED ON ACTUAI FNCIIEN :ABINET U10UT i CiTI BMNS DRAWN AT FE, XIS UNLESS UIHFRWISF SF IT BY CONTRACTOR I 1 ALI C,AR WE W'YLLS ERLEECRIIa 10 a^F FIT HF "A6 CONSTPUCTIrN F EV I W„ a21 CE A PER W S-O SIN UCc I call INS. IS uF nLQUIBLD I" CODE I- TO JF PUHCN IS NORF COLN ' IuuM mr C"RADR _ _- 24" OVERHANG 12 6 s` EFIL lu n.A FN— rAll "„«IF oy>«..,".^11 -11 IF . W„�. " IN' TII , I couNy' &droow np 692203 STATE SANITARY PERMIT 534 Cl� led Bg OWNER W llct Tr PLUMBER Todd Sir► ?LIC.# TOWN OF JEAU SECq ,T Z 8 N, AND/OR LOT / Wood% Dieu 2,,&, I� BLOCK SUBDIVISION HIP CHAPTER 145.135 (2) WISCONSIN STATUTES (a) The purpose of the sanitary permit is to allow installation 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 may be renewed for a specified period. (d) Changed regulations will not impair the validity of a sanitary permit. (e) 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. (t) 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. y� AUTHOZ ZED ISSUING OFFICER - DATE THIS PERMIT EXPIRES /l UNLESS RENEWED BE4-04E THAT DATE POST IN PLAIN VIEW VISIBLE FROM THE ROAD FRONTING THE LOT DURING CONSTRUCTION SBD-06499 (R11/20)